مخططات بناية كونكريت و حديد

LIST OF STRUCTURAL DRAWINGS

1. THIS SET OF DRAWINGS SHOWS THE COMPLETED PROJECT. THEDRAWINGS DO NOT SHOW COMPONENTS THAT MAY BE NECESSARY FORCONSTRUCTION SAFETY. THE GENERAL CONTRACTOR IS RESPONSIBLEFOR SAFETY IN AND ABOUT THE JOB SITE DURING CONSTRUCTION, ANDTHE DESIGN AND ERECTION OF ALL TEMPORARY STRUCTURES,FORMWORK, FALSE WORK, SHORING, ETC. REQUIRED TO COMPLETE THEWORK.

2. THE USE OF THESE DRAWINGS IS LIMITED TO THAT IDENTIFIED IN THEREVISIONS COLUMN. DO NOT CONSTRUCT FROM THESE DRAWINGSUNLESS MARKED "ISSUED FOR CONSTRUCTION" IN THE REVISIONSCOLUMN, BY READ JONES CHRISTOFFERSEN LTD. THE DRAWINGS SHALLNOT BE USED FOR PRICING, COSTING, OR TENDER UNLESS SOINDICATED IN THE REVISION COLUMN. PRICING OR COSTING DRAWINGSARE NOT COMPLETE AND ANY PRICES BASED ON PRICING OR COSTINGDRAWINGS MUST INCLUDE ALLOWANCES FOR THIS.

3. THE INFORMATION ON THESE DRAWINGS SHALL NOT BE USED FOR ANYOTHER PROJECT OR WORKS. THE INFORMATION ON THESE DRAWINGSAPPLIES SOLELY TO THIS PROJECT.

DRAWINGS

1. SECTION MARK SHOWN THUS MEANS SECTION #4 ONDRAWING S-3.

2. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FORSLEEVES, NAILERS, INSERTS, ETC., TO BE ENCASED IN CONCRETE.

3. SEE ARCHITECTURAL DRAWINGS FOR FLOOR AND ROOF ELEVATIONS,RECESSES, DRAINAGE SLOPES, ETC.

4. THE GENERAL CONTRACTOR SHALL REVIEW ALL THE DRAWINGS ANDCHECK DIMENSIONS BEFORE CONSTRUCTION. REPORT DISCREPANCIESBETWEEN STRUCTURAL AND OTHER DISCIPLINES DRAWINGS FORCLARIFICATION.

5. CONCRETE WORKSHALL CONFORM TO CAN/CSA-A23.1, CAN/CSA-A23.2, CAN/CSA-A23.3 ANDREFERENCED DOCUMENTS.

6. MASONRY WORKSHALL CONFORM TO CAN/CSA-S304.1 AND REFERENCED DOCUMENTS.

7. STRUCTURAL STEEL WORKSHALL CONFORM TO CAN/CSA-S16 AND REFERENCED DOCUMENTS.

8. FIRE RESISTANCE RATINGSSEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR PRECISELOCATION OF REQUIRED FIRE RESISTANCE RATINGS.

9. DO NOT CUT OR DRILL ANY OPENINGS IN STRUCTURAL MEMBERS WITHOUTWRITTEN PERMISSION OF RJC.

10. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND LANDSCAPEDRAWINGS FOR LOCATIONS, CONFIGURATIONS, EXTENT, AND SIZES OF ALLCURBS, UPSTANDS, DOWNTURNS; AND FOR OPENINGS THROUGH FLOORSAND WALLS FOR DUCTS, CONDUIT AND PIPING. PROVIDE FOR SAME.

11. ABBREVIATIONS:

GENERAL

12. DEFINITIONS:

A. RJC: READ JONES CHRISTOFFERSEN LTD. OR ITS REPRESENTATIVE.

B. SPECIALTY STRUCTURAL ENGINEER: A STRUCTURAL ENGINEERREGISTERED AND LICENSED TO PRACTICE IN ALBERTA AND WHO ISRESPONSIBLE FOR THE DESIGN AND FIELD REVIEW OF:

- STRUCTURAL ELEMENTS DESIGNED BY THE CONTRACTOR ORSUBCONTRACTORS, SUCH AS OPEN WEB STEEL JOISTS,STRUCTURAL STEEL CONNECTIONS, COLD-FORMED STEELSTUDS, ETC.

- SECONDARY STRUCTURAL ELEMENTS AND NON-STRUCTURALELEMENTS. SEE ALSO "NON-STRUCTURAL ELEMENTS"GENERAL NOTES.

C. CONTINUOUS: FULL TENSION SPLICE AND TENSION DEVELOPMENT LENGTH REQUIRED.

D. EMBEDMENT: UNLESS NOTED OTHERWISE COMPRESSION EMBEDMENT MEANS A COMPRESSION DEVELOPMENT LENGTH AND TENSION EMBEDMENT MEANS A TENSION DEVELOPMENT LENGTH AS PER CAN/CSA-A23.3 AND AS SHOWN ON THESE DRAWINGS.

E. GENERAL CONTRACTOR: FOR THE PURPOSES OF THESE DRAWINGS, THE USE OF THE TERM "CONTRACTOR" OR "GENERAL CONTRACTOR" SHALL REFER TO THE PRIME PERSON OR COMPANY RESPONSIBLE FOR CONSTRUCTION OF THE PROJECT AND THE COORDINATION OF TRADES AND SUBCONTRACTORS. THIS MAY BE THEGENERAL CONTRACTOR, OR A CONSTRUCTION MANAGER.

A.B. -------- ANCHOR BOLTALT. -------- ALTERNATEARCH. ----- ARCHITECTURALB.C.E. ------ BOTTOM CHORD

EXTENSIONB.L.L. ------- BOTTOM LOWER LAYERBOT. -------- BOTTOMB.U.L. ------ BOTTOM UPPER LAYERCANTIL. --- CANTILEVERC.I.P. ------- CAST IN PLACEC.J. --------- CONTROL JOINTCL. ---------- CENTER LINECLR. -------- CLEARCONC. ----- CONCRETECONT. ----- CONTINUOUSC.P. --------- COMPLETE

PENETRATIONCTRS. ------ CENTRESC/W --------- COMPLETE WITHDET. -------- DETAILD.L. --------- DEAD LOADDP. ---------- DEEP (I.E. DEPTH OF

BEAM)D.T.S. ------ DEPTH TO SUITDWG. ------ DRAWINGDWLS. ----- DOWELSE.E. --------- EACH ENDE.F. --------- EACH FACEEL. ---------- ELEVATIONELEV. ------ ELEVATIONELEC. ------ ELECTRICALE.S. --------- EACH SIDEE.WAY ----- EACH WAYE.W. -------- EACH WAYEXIST. ----- EXISTINGEXT. -------- EXTERIORF.D. --------- FLOOR DRAINF.S. --------- FAR SIDEGALV. ----- GALVANIZEDG.L. --------- GRID LINEH.1.E. ------ HOOK ONE ENDH.2.E. ------ HOOK 2 ENDSH & V ------- HORIZONTAL AND

VERTICALHOR. ----- HORIZONTALINT. --------- INTERIORJT. ---------- JOINTLG. --------- LONGL.L. --------- LIVE LOAD

L.L.B.B. ---- LONG LEGS BACK TOBACK

L.L.H. ------- LONG LEG HORIZONTALL.L.V. ------ LONG LEG VERTICALLS.H. ------- LONG SIDE HORIZONTALL.S.V. ------ LONG SIDE VERTICALL.W. -------- LONG WAYMAX. ------- MAXIMUMMECH. ----- MECHANICALMIN. --------- MINIMUMN.I.C. ------- NOT IN CONTRACTN.S. --------- NEAR SIDEN.T.S. ------ NOT TO SCALEO.C. -------- ON CENTREOPP. -------- OPPOSITEO.W.S.J. --- OPEN WEB STEEL JOISTP.P. --------- PARTIAL PENETRATIONR.D. --------- ROOF DRAINRTN. -------- RETURNR/W --------- REINFORCED WITHS.D.L. ------ SUPERIMPOSED DEAD

LOADSIM. --------- SIMILARS.L.B.B. ---- SHORT LEGS BACK TO

BACKS.O.G. ------ SLAB ON GRADESPEC. ------ SPECIFICATIONSSTAG. ------ STAGGERSTIR. ------- STIRRUPS.W. -------- SHORT WAYSYM. ------- SYMMETRICALTHK. -------- THICKTHRU ----- THROUGHT.L.L. ------- TOP LOWER LAYERT.O. -------- TOP OFT.O.C. ------ TOP OF CONCRETET.O.S. ------ TOP OF STEELTYP. -------- TYPICALT & B ------- TOP AND BOTTOMT & C ------- TENSION AND

COMPRESSIONT.J. --------- TIE JOISTT.U.L. ------- TOP UPPER LAYERU.N.O. ------ UNLESS NOTED

OTHERWISEU/S --------- UNDERSIDEVERT. ------ VERTICALW.P. -------- WORK POINT

4S-3

1. READ JONES CHRISTOFFERSEN PROVIDES FIELD REVIEW ONLY FOR THEWORK SHOWN ON THESE STRUCTURAL DRAWINGS. THIS REVIEW IS NOT A"FULL TIME" REVIEW BUT IS CONDUCTED WITH SUCH FREQUENCY AS RJCDEEMS APPROPRIATE TO OBSERVE VARIOUS STAGES OF THE WORK ANDTO ASCERTAIN THAT THE WORK IS IN GENERAL CONFORMANCE WITH THEPLANS AND SUPPORTING DOCUMENTS PREPARED BY READ JONESCHRISTOFFERSEN. FIELD REVIEW BY READ JONES CHRISTOFFERSEN IS NOTCARRIED OUT FOR THE CONTRACTOR'S BENEFIT, NOR DOES IT MAKEREAD JONES CHRISTOFFERSEN GUARANTORS OF THE CONTRACTOR'S WORK.IT REMAINS THE CONTRACTOR'S RESPONSIBILITY TO BUILD THE WORK INCONFORMANCE WITH THE CONTRACT DOCUMENTS. RJC SHALL NOT BERESPONSIBLE FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR,SUB-CONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANY OF THEWORK OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORKIN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

2. RJC WILL REVIEW SHOP DRAWINGS PERTAINING TO WORK SHOWN ON RJC'SDRAWINGS. THE EXTENT OF THIS REVIEW IS AT THE SOLE DISCRETION OFRJC'S ENGINEER AND IS FOR THE SOLE PURPOSE OF ASCERTAININGGENERAL CONFORMANCE WITH THE STRUCTURAL DESIGN CONCEPT.THE REVIEW IS NOT AN APPROVAL OF THE DESIGN, DETAILS, ANDDIMENSIONS INHERENT IN THE SHOP DRAWINGS, RESPONSIBILITY FORWHICH SHALL REMAIN WITH THE CONTRACTOR OR SUBCONTRACTORSUBMITTING THEM. SUCH REVIEW SHALL NOT RELIEVE THE CONTRACTOROR SUBCONTRACTOR OF HIS OR HER RESPONSIBILITY FOR ERRORS ANDOMISSIONS IN THE SHOP DRAWINGS OR FOR MEETING ALL REQUIREMENTSOF THE CONTRACT DOCUMENTS.

3. PROVIDE 48 HOURS ADVANCE NOTICE OF EACH REQUIRED FIELD REVIEW.FIELD REVIEWS SHALL BE SCHEDULED TO BE CARRIED OUT DURING NORMALBUSINESS HOURS UNLESS SPECIAL ARRANGEMENTS ARE MADE WITH RJC.

4. THE WORK TO BE REVIEWED SHALL BE GENERALLY COMPLETE.

FIELD REVIEW BYREAD JONES CHRISTOFFERSEN (RJC)

Checked By:

Drawn By:

Scale:

Date:

Drawing Title

Project:

Client:

Prime Consultant

Architectural Consultant

Structural Consultant

Mechanical/Electrical Consultant

Civil Consultant

Seal North

1. All drawings, plans, models, designs, specifications and other documents prepared by Read Jones Christoffersen Ltd. ("R.J.C.") and used in connection with this project are instruments of service for the work shown in them (the "Work") and as such are and remain the property of R.J.C. whether the Work is executed or not, and R.J.C. reserves the copyright in them and in the Work executed from them, and they shall not be used for any other work or project.2. These drawings are "design drawings" only.

They may not be suitable for use as shop drawings. Use of these drawings as base drawings for "shop drawings" is not permitted unless written permission containing certain conditions and limitations is obtained from R.J.C.

The work "as constructed" may vary from what is shown on these drawings.

3. Use of these drawings is limited to that identified in the Issued/Revision column.

Do not construct from these drawings unless marked "issued for Construction" by R.J.C. in the Issued/Revision column, and then only for the parts noted.

The drawings shall not be used for "pricing / tender" unless so indicated in the Issued/Revisions column. "Pricing" or "Costing" drawings are not complete and any prices based on such drawings must allow for this.

Drawing Notes:

MEDICINE HAT POLICE SERVICESHEADQUARTERS EXPANSION884 - 2nd Street S.E.Medicine Hat, Alberta T1A 8H2

NOV. 1, 2011

APEGGA PERMIT: P152

1 : 1 S000

GENERAL NOTES

TJW

S000 GENERAL NOTESS010 DESIGN LOADSS020 FOUNDATION NOTESS030 CONCRETE NOTESS031 CONCRETE NOTESS032 CONCRETE NOTESS040 MASONRY NOTESS050 STRUCTURAL STEEL NOTESS051 STRUCTURAL STEEL NOTESS060 RENOVATION NOTESS061 RENOVATION FRAMING

S100 LEVEL 0 PLANS101 LEVEL 1 PLANS101R LEVEL 1 REINFORCING DETAILSS102 LEVEL 2 PLANS103 LEVEL 3 PLANS104 ROOF LEVEL PLAN

S201 SECTIONS & DETAILSS202 SECTIONS & DETAILSS203 SECTIONS & DETAILSS204 SECTIONS & DETAILSS205 SECTIONS & DETAILSS206 SECTIONS & DETAILSS207 SECTIONS & DETAILSS208 SECTIONS & DETAILSS209 SECTIONS & DETAILS

S300 SHEAR WALL & CROSS BRACING NOTESS301 NORTH STAIR PLANS & SECTIONSS302 SOUTH STAIR PLANS & SECTIONSS303 ELEVATOR DETAILS & CROSS BRACINGS304 CROSS BRACING DETAILS

REV. DESCRIPTION DATE

1 ISSUED FOR BUILDINGPERMIT

11-10-032 ISSUED FOR TENDER 12-02-02

K L N O P

2.5

2.8

3.8

4.8

5.8

7.1

7.8

1.1

QHG

D2

D2

1763

D2

D2

D2

D1

D6

D3

D3

D4

D3

D4

D5

D2

D2

K L N O P

2.5

2.8

3.8

4.8

5.8

7.1

7.8

1.1

QHG

S3

R4

S4

R3

S3

S2 R2 S1 R1 R5 S5

R4S4

C4 S4 R6

R6

R5

S5C5

S5 S5

C5

S5 C5

S5 C5

C1 S1 C1

C1S1C1

S1

Z

SEE TABLETYP.

SNOW ACCUMULATION SCHEDULEMARK MAX. SNOWLOAD (KPa)

D1 3.82

MIN. SNOWLOAD (KPa)

1.00

DRIFT LENGTH(mm)

4750

D2 1.61 1.00 3000

D3 4.85 1.00 6500

D4 3.69 1.00 4550

D5 3.75 1.00 4650

D6 5.05 1.00 6800

DRIFT LENGTH

M

A

X

.

M

I

N

.

NOTE:SNOW LOAD VALUES NOTED IN SCHEDULE HAVE NOT BEEN MULTIPLIED BY THE IMPORTANCE FACTOR.

WIND LOAD SCHEDULEMARK WIND PRESSURE(KPa)

R1 -0.87 TO 0.37

Z(mm)

-

NOTES:1. NET WIND PRESSURES NOTED (EXTERNAL - INTERNAL)2. POSITIVE VALUES DENOTE DOWNWARD PRESSURES

(TOWARDS ROOF)NEGATIVE VALUES DENOTE UPLIFT PRESSURES(AWAY FROM ROOF)

3. IMPORTANCE FACTORS HAVE NOT BEEN APPLIED TO VALUESIN THE TABLE.

S1 -1.15 TO 0.37 1780

C1 -2.48 TO 0.43

R2 -0.85 TO 0.37

S2 -1.14 TO 0.37

R3 -1.11 TO 0.66

S3 -1.37 TO 0.66

R4 -1.92 TO 0.85

S4 -2.21 TO 0.90

C4 -3.30 TO 0.92

R5 -1.41 TO 0.85

S5 -1.90 TO 0.90

C5 -3.30 TO 0.92

R6 -3.81 TO 1.06

1780

3450

1125

1000

1000

1000

1000

-

-

-

-

-

1. THE COMPLETED BASE BUILDING STRUCTURE SHOWN ON THESTRUCTURAL DRAWINGS HAS BEEN DESIGNED IN SUBSTANTIALACCORDANCE WITH THE ALBERTA BUILDING CODE 2006 WHICH IS BASEDON THE NATIONAL BUILDING CODE OF CANADA 2005.

DESIGN CODE

1. STRUCTURAL DEAD LOADS (D.L.) ARE DUE TO THE WEIGHT OF THESTRUCTURE ITSELF. THEY VARY WITH THE STRUCTURAL SYSTEM ANDINCLUDE CONCRETE TOPPINGS ON STEEL DECK.

2. SUPERIMPOSED DEAD LOADS (S.D.L.) ARE NON-STRUCTURE DEAD LOADSDUE TO ARCHITECTURAL TOPPINGS, FINISHES, PARTITIONS, ROOFINGMATERIALS, PAVERS, SOIL, ETC.

UNIFORM LOAD

LEVEL 1 (CELL BLOCKS) 11.7 kPa(REMAINING) 0.35 kPa + PARTITIONS

ABOVE GRADE LEVELS (TYPICAL) 0.65 kPa + PARTITIONS(MECH. ROOMS) 0.55 kPa

ROOFS (TYPICAL) 0.80 kPa(MECH. ROOMS) 1.05 kPa

PARTITIONS 1.00 kPa

3. LIVE LOADS (L.L.) ARE USE AND OCCUPANCY LOADS BASED ON THE ALBERTABUILDING CODE.

CONCENTRATED UNIFORM LOAD LOAD

PARKING AREAS 11.0 kN 2.4 kPaLEVEL 0 9.0 kN 4.8 kPaABOVE GRADE LEVELS 9.0 kN 2.4 kPaSTAIRS & EXITS 9.0 kN 4.8 kPaMECH. ROOMS 9.0 kN 7.2 kPaROOFS 1.3 kN 1.0 kPa MIN

4. ENVIRONMENTAL LOADS ARE BASED ON THE ALBERTA BUILDING CODE WITHTHE FOLLOWING PARAMETERS:

IMPORTANCE CATEGORY POST-DISASTER

PONDING LOADS BASED ON 24 HR RAINFALL OF 92mm (1/50YR. RETURN PERIOD) PONDING TO BE CALCULATED BASED ON ROOF SLOPES - REFER TO ARCHITECTURAL DRAWINGS

HYDROSTATIC LOADS FLOOD ELEV. = 661.80m (100 YR FLOOD EVENT)ALL FOUNDATION & RETAINING WALLS DESIGN TO RESIST HYDROSTATIC PRESSURE TO THIS FLOOD ELEVATION.

SNOW LOADS Is = 1.25 ULS, 0.9 SLSSs = 1.2 kPaSr = 0.1 kPaREFER TO SNOW LOADING PLAN

WIND LOADS Iw = 1.25 ULS, 0.75 SLSq = 0.54 kPa (1/50 YR RETURN PERIOD)REFER TO WIND LOADING PLAN

SEISMIC LOADS Ie = 1.5Sa(0.2) = 0.12Sa(0.5) = 0.06Sa(1.0) = 0.02Sa(2.0) = 0.01SITE CLASS = D

Rd = 2.0 (MODERATELY DUCTILERo = 1.4 CONC. SHEAR WALLS)Fa = 1.3Fv = 1.4

5. CONTRACTORS CONSTRUCTION LOADS MUST NOT EXCEED THE ABOVEDESIGN LOADS. DESIGN LOADS MAY ONLY BE APPLIED AFTER CONCRETEREACHES ITS DESIGN STRENGTH.

DESIGN LOADS

1. "NON-STRUCTURAL" OR "SECONDARY STRUCTURAL" ELEMENTS ARE NOTPART OF THE STRUCTURAL DESIGN SHOWN ON THESE DRAWINGS. SUCHELEMENTS ARE DESIGNED, DETAILED AND REVIEWED IN THE FIELD BYOTHERS. THEY APPEAR ON DRAWINGS OTHER THAN THESE DRAWINGS OFREAD JONES CHRISTOFFERSEN LTD., WHERE STRUCTURAL ENGINEERINGRESPONSIBILITY IS REQUIRED FOR THESE ELEMENTS, THIS SHALL BEPROVIDED BY SPECIALTY STRUCTURAL ENGINEERS, WHO SHALL ALSOPROVIDE ANY LETTERS REQUIRED BY BUILDING PERMIT AUTHORITIES.

2. EXAMPLES OF NON-STRUCTURAL ELEMENTS INCLUDE, BUT ARE NOTLIMITED TO:

A. ARCHITECTURAL COMPONENTS SUCH AS GUARDRAILS, HANDRAILS,FLAG POSTS, CANOPIES, CEILINGS, MILLWORK, ETC.

B. LANDSCAPE ELEMENTS SUCH AS BENCHES, LIGHT POSTS, PLANTERS,ETC.

C. CLADDING, GLAZING, WINDOW MULLIONS, INTERIOR STUD WALLS ANDEXTERIOR STUD WALLS.

D. MECHANICAL AND ELECTRICAL EQUIPMENT, COMPONENTS, ANDTHEIR ATTACHMENT DETAILS.

E. WINDOW WASHING EQUIPMENT AND ITS ATTACHMENTS.F. ESCALATORS, ELEVATORS, AND CONVEYING SYSTEMS.G. BRICK OR BLOCK VENEERS AND THEIR ATTACHMENTS.H. NON-LOAD BEARING MASONRY.I. NON-STRUCTURAL CONCRETE TOPPINGS.

3. SHOP DRAWINGS FOR NON-STRUCTURAL ELEMENTS WHICH MAY AFFECTTHE PRIMARY STRUCTURAL SYSTEM SHALL BE SUBMITTED TO READJONES CHRISTOFFERSEN LTD. THESE DRAWINGS WILL BE REVIEWED ONLYFOR THE EFFECT OF THE ELEMENT ON THE PRIMARY STRUCTURAL SYSTEM.

4. THE DESIGN WIND LOADS TO BE USED FOR GLAZING, EXTERIOR STUDS ANDEXTERIOR CLADDING ARE TO BE DETERMINED BY THE SPECIALTYSTRUCTURAL ENGINEER IN ACCORDANCE WITH THE ALBERTA BUILDING CODEAND 'DESIGN LOADS' NOTED ON THESE DRAWINGS.

5. FOR STONE OR MASONRY CLADDING, SEISMIC FORCES MAY GOVERN.

6. THE DESIGN WIND LOAD TO BE USED FOR INTERIOR STUDS ANDPARTITIONS IS 0.25 kPa (UNFACTORED) UNLESS NOTED OTHERWISE.

7. THE MAXIMUM ALLOWABLE DEFLECTIONS FOR GLAZING, STUDS, PARTITIONSAND CLADDING UNDER THE WIND LOADS SHALL MEET THE ARCHITECTURALSPECIFICATIONS, THE NATIONAL BUILDING CODE AND THE MANUFACTURER'SSPECIFICATIONS. IN NO CASE SHALL THE DEFLECTIONS EXCEED THEFOLLOWING:

ELEMENTS SUPPORTING BRICK VENEER ----------------- L/720, MAX. 25 mm

ELEMENTS SUPPORTING PRECAST PANELSOR STUCCO ----------------------------------------------------------- L/360, MAX. 25 mm

ELEMENTS SUPPORTING WOOD SIDING,METAL SIDING OR EXTERIOR INSULATION ---------------- L/180, MAX. 25 mm

ELEMENTS SUPPORTING GLAZING -------------------------- L/180, MAX. 25 mm

NON-STRUCTURAL ELEMENTS

THIS STRUCTURE WILL UNDERGO NORMAL TYPES OF MOVEMENT AND DEFLECTION,AND THE FOLLOWING ARE ESTIMATES FOR THIS STRUCTURE. NON-STRUCTURALCOMPONENTS MUST BE DETAILED TO ACCOMM0DATE THIS. DESIGN, DETAILING, ANDFIELD REVIEW OF THESE NON-STRUCTURAL ELEMENTS IS BY OTHERS, AND NOTREAD JONES CHRISTOFFERSEN LTD.

1. DIFFERENTIAL VERTICAL MOVEMENTS BETWEEN ADJACENT COLUMNSAND BETWEEN ADJACENT COLUMNS AND WALLS = APPROXIMATELY 20 mm.

2. VERTICAL DEFLECTION OF COLUMNS AND WALLS DUE TO SHRINKAGEAND CREEP = APPROXIMATELY 3.5 mm PER 3600 mm OF HEIGHT.

3. VERTICAL DEFLECTIONS OF EDGE BEAMS AND EDGES OF SLABS =APPROXIMATELY 25 mm. DIFFERENTIAL DEFLECTIONS OF EDGE BEAMS ANDEDGES OF SLABS = 16 mm.

4. VERTICAL DEFLECTIONS AT INTERIOR OF FLOORS = APPROXIMATELY 25 mm.DIFFERENTIAL DEFLECTIONS AT INTERIOR OF FLOORS = 16 mm.

5. HORIZONTAL DRIFT DURING WIND AND EARTHQUAKE BETWEEN FLOORS:

13 mm DRIFT WITHOUT DAMAGE TO NON-STRUCTURAL COMPONENTS. 50 mm DRIFT WITHOUT COLLAPSE OF NON-STRUCTURAL COMPONENTS.

6. MOVEMENT AT EXPANSION JOINTS:

50 mm PERPENDICULAR 50 mm PARALLEL 25 mm VERTICAL

ALL STRUCTURES ARE ALSO SUBJECT TO CONSTRUCTION TOLERANCES. THISSHOULD BE ALLOWED FOR IN DETAILING NON-STRUCTURAL COMPONENTS INADDITION TO THE ABOVE MOVEMENTS.

STRUCTURAL MOVEMENTS

Checked By:

Drawn By:

Scale:

Date:

Drawing Title

Project:

Client:

Prime Consultant




Civil Consultant

Seal North







Drawing Notes:


NOV. 1, 2011

APEGGA PERMIT: P152

As indicated S010

DESIGN LOADS

TJW

S010

SNOW LOADING PLAN1

S010

WIND LOADING PLAN2




1. DESIGN AND FIELD REVIEW OF EXCAVATION, SHORING, AND BACKFILL ISNOT DONE BY READ JONES CHRISTOFFERSEN.

2. A DETAILED PLAN AND PROCEDURE FOR EXCAVATION NEAR EXISTINGFOUNDATIONS SHALL BE REVIEWED AND ACCEPTED BY THEGEOTECHNICAL ENGINEER AND RJC PRIOR TO COMMENCEMENT OFEXCAVATING.

EXCAVATIONS

1. FOOTINGS HAVE BEEN DESIGNED FOR THE FOLLOWING FACTOREDBEARING RESISTANCE IN ACCORDANCE WITH THE SOILS REPORT.

PREPARED BY: AMEC EARTH & ENVIRONMENTAL (FILE NO. BX06124)DATED: JULY, 2011

MAX BEARING PRESSURE = 200 kPa SLS300 kPa ULS

2. FOOTINGS SHALL BE OVER-EXCAVATED TO A MINIMUM DEPTH OF 150 mm AND REPLACED WITH GRANULAR/STRUCTURAL FILL COMPACTED TO 100

PERCENT OF SPMDD.

3. BEARING SURFACES MUST BE APPROVED BY THE SOILS ENGINEERIMMEDIATELY BEFORE FOOTING CONCRETE IS PLACED. RJC IS NOTRESPONSIBLE FOR CONFIRMING BEARING CAPACITIES OF SOILS.

4. BEARING SURFACES MUST BE PROTECTED FROM FREEZING BEFORE ANDAFTER FOOTINGS ARE POURED.

5. FOOTING ELEVATIONS:

FOOTING ELEVATIONS, IF SHOWN, ARE FOR BIDDING PURPOSES ONLY,ARE NOT FINAL, AND MAY VARY ACCORDING TO SITE CONDITIONS OR ASREQUIRED BY SERVICES. ALL FOOTINGS MUST BE TAKEN TO A BEARINGLAYER APPROVED BY THE SOILS ENGINEER.

FOOTINGS MAY HAVE TO BE LOWERED TO ACCOMMODATE MECHANICALOR ELECTRICAL SERVICES. SEE MECHANICAL AND ELECTRICALDRAWINGS FOR ELEVATIONS OF SAME. FOOTINGS ARE NOT TO BEUNDERMINED BY EXCAVATIONS FOR SERVICES, PITS, ETC.

VARY FOOTING ELEVATIONS WHERE REQUIRED. FOOTING STEP HEIGHTSAND LOCATIONS ARE TO BE DETERMINED BY THE CONTRACTOR IN

ACCORDANCE WITH THE "TYPICAL STEPPED STRIP FOOTING" DETAIL, SHOWN ON STRUCTURAL DRAWINGS.

6. FOOTINGS CAST DIRECTLY INTO EXCAVATIONS (WITHOUT SIDE FORMS)SHALL NOT BE LARGER THAN SHOWN BELOW:

7. REFER TO SOILS REPORT FOR OTHER SPECIFIC DESIGN REQUIREMENTSFOR FOOTINGS, SOIL SLOPES, FROST PROTECTION, MINIMUM COVER,ETC.

8. UNLESS OTHERWISE SHOWN, CENTER FOOTINGS UNDER COLUMNS ANDWALLS.

9. DOWELS SHALL BE PLACED BEFORE CONCRETE IS PLACED. TEMPLATESSHALL BE USED TO ENSURE CORRECT PLACEMENT OF DOWELS.

10. FOR GROUND ELEVATIONS AND DRAINAGE SLOPES, SEE ARCHITECT'SDRAWINGS.

FOUNDATIONS

13 MIN.

13 MIN.

MAX. 50 MAX. 50SHOWN ON

FOOTING DIMENSION

STRUCTURAL DRAWING

TYPICAL STEPPED STRIP FOOTINGS

12

MAX. SLOPE

12

MAX. SLOPE

TYPE NO. 1 TYPE NO. 2

DEP

THFO

OTI

NG

MAX

IMUM

STEP

60

0

ALTERNATE - SLOPE TOP OF FOOTING

EDGE OF ADJACENT EXCAVATION FOR FOOTINGS, SUMPS, BASEMENT,SITE SERVICES, ETC.

TYPICAL FOOTING ADJACENT TOEXCAVATION

EDGE OFEXCAVATION

APPROVED BEARING MATERIALSBY SOILS ENGINEERLINE OF UNDISTURBED SOILMUST BE ABOVE SLOPE LINE

12

MAX. SLOPE

TYPICAL COLUMN FOOTING

75 CL

EAR

75 CLEAR

300

MIN

.

VARI

ES

(U.N

.O

.)

SUB-GRADE PREPARATION ASREQUIRED BY GEOTECHNICALREPORT OR GEOTECHNICALCONSULTANT

APPROVED BEARING MATERIALBY SOILS ENGINEER

COLUMN VERTS.

COLUMN TIES

COLUMN DOWELS, NUMBER ANDSIZE TO MATCH COLUMN VERTS.U.N.O. HOOK BOTTOM OF DOWELSAND SUPPORT ON BOTTOM STEELIN FOOTING

FIR

ST T I

E1/

2 SP

ACE

TO

UNLESS NOTEDCOMPRESSION SPLICE

1. RETAINING WALLS ARE DESIGNED IN ACCORDANCE WITH THERECOMMENDATIONS OF THE SOILS REPORT PLUS A VERTICALSURCHARGE OF 12 kPa.

2. RETAINING WALLS ARE DESIGNED FOR A FREE DRAINING AND WELLDRAINED BACKFILL. SEE ARCHITECTURAL AND PLUMBING SPECIFICATIONSAND DRAWINGS FOR DRAINAGE REQUIREMENTS.

3. DO NOT BACKFILL WALL UNTIL CONCRETE HAS REACHED DESIGN STRENGTH.

4. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FORDAMPROOFING OR WATERPROOFING REQUIREMENTS.

5. BACKFILL MATERIALS AND METHODS TO BE REVIEWED BY SOILSENGINEER TO BE ENSURE COMPLIANCE TO THE RECOMMENDATIONSAS NOTED IN THE GEOTECHNICAL REPORT.

6. DESIGN AND FIELD REVIEW OF BACKFILL IS BY SOILS ENGINEER ANDNOT BY READ JONES CHRISTOFFERSEN.

RETAINING WALLS

1. SUB-BASE DESIGN OF SOIL UNDER THE SLAB ON GRADE SHALL BE INACCORDANCE WITH THE SOIL REPORT.

2. UNLESS MORE RIGOROUS REQUIREMENTS ARE INDICATED ELSEWHERE ONTHE STRUCTURAL AND ARCHITECTURAL DRAWINGS AND SPECIFICATIONS,SPACE CONTROL JOINTS AT 4500 mm O/C MAXIMUM.

2. SAWCUT JOINTS 1/3 THE DEPTH OF THE SLAB AS SOON AS PRACTICAL, BUTNO LATER THAN 12 HOURS AFTER PLACEMENT OF SLAB. USE EQUIPMENTTHAT DOES NOT "RAVEL" THE EDGES OF THE CUT.

3. UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS, RUN ANYSLAB ON GRADE REINFORCEMENT THROUGH THE JOINTS.

4. UNLESS NOTED OTHERWISE, SAWCUT DIAMOND PATTERN AROUNDCOLUMNS, 150 mm CLEAR OF COLUMNS.

SLAB ON GRADE

5. APPROVAL OF ARCHITECT IS REQUIRED TO SUBSTITUTE "ZIP STRIPS"FOR SAWCUTS.

CONTROL JOINTS,TYPICAL

COLUMN ABOVE SHAPESAND SIZES VARY, SEE PLAN

CASE WHERE THEREIS A CAISSON BELOW 2

5 CLE

AR

CLEA

R150

CONCRETE SUMP PUMP DETAIL

NOTE: SEE MECHANICAL AND ARCHITECTURAL DRAWINGS FORSIZE, LOCATION AND WATERPROOFING REQUIREMENTS.

10M @ 200EACH WAY(CENTERED)H.2.E. HORIZ. BARS

FIELD BENDVERTS 300 mmINTO TOP OFSLAB

SEE BELOW FOR COVER PLATE DETAILS.REFER TO MECH. FOR COVER TYPEREQUIREMENT

ALTERNATE:C10M @ 200HOOKED ATBOTTOM OF SLAB

EITHER TOP OFWALL DETAILACCEPTABLE150 150 150

150

3000

M

AXIM

UM

40 KEY

300

10mm EDGE PL.WELDED TO 6mm PL.

40mm x 3mm CONT.NEOPRENE GASKET

10mm COUNTERSUNKBOLTS @ 350 O.C.TACK WELD NUTS TO U/SOF 6mm PL. TYP.

6mm CONT. BANDING

5mm CHECKER PL.WELDED TO GRATING

NOTCH ENDS OF BRG.BARS TO PROVIDELEVEL SURFACE WITHTOP OF CONCRETE

STEEL GRATING44x5 BEARING BARS @ 30 O.C.CROSS BARS @ 102 O.C.

L76x51x7.9 L.L.H.C/W 10mm x 100LG.N.STUDS @ 200 O.C.

50mm X 6mm PL. CONT.WELDED TO ANGLESEE MECH. DRAWINGSFOR SEALED PLATELOCATIONS

SEALED COVER PLATE DETAIL

NON-SEALED COVER PLATE DETAIL6mm CONT. BANDING

5mm CHECKER PL.WELDED TO GRATING

NOTCH ENDS OF BRG.BARS TO PROVIDELEVEL SURFACE WITHTOP OF CONCRETE


L76x51x7.9 L.L.H.C/W 10mm x 100LG.N.STUDS @ 200 O.C.

1200 MAX.

PERIMETER WEEPING TILE DRAINAGE

DAMPPROOFINGSEE ARCHITECTURALDRAWINGS

150mm PERFORATED PIPE

GEOTEXTILE FILTER FABRIC150 mmALL AROUND

.

WASHED ROCK(MAX. 20mm AGGREGATE)

600 MAX.SEE ARCH.L51x51x4.8

CUT VERT. LEG TO SUITC/W 10 x 100 LG.N.STUDS @ 300 O.C.


MIN.

150

150

SLOPE TO DRAINSEE ARCH. / MECH.3-15M CONT.

15M @ 300 O.C.400 400

NOTE: ALL EXPOSED STEEL IS TO BE GALVANIZED

TYPICAL TRENCH DRAIN DETAILS

11

UNDERPINNING1. ALL UNDERPINNING WORK SHALL BE DESIGNED, DETAILED AND FIELD

MONITORED BY THE CONTRACTOR'S SPECIALTY STRUCTURAL ENGINEER.

2. PRIOR TO THE UNDERPINNING WORK COMMENCING, SUBMIT A DETAILEDSEQUENCING PLAN FOR REVIEW BY THE GEOTECHNICAL ENGINEER AND RJC.

3. THOROUGHLY READ AND UNDERSTAND ALL RECOMMENDATIONS OUTLINED INTHE SOILS REPORT.

4. THE FOLLOWING UNDERPINNING PROCEDURE, BASED ON THERECOMMENDATIONS OF THE SOILS REPORT, IS PROVIDED FOR SCHEMATICINFORMATION ONLY. OTHER UNDERPINNING PROCEDURES AND METHODSMAY BE USED UPON REVIEW BY RJC. THE CONTRACTOR IS SOLELYRESPONSIBLE FOR THE DESIGN & IMPLEMENTATION OF UNDERPINNING.

U/S OF NEWFOOTING

SECTIONELEVATION

UNDISTURBEDNATIVE SOIL

NATURALSLOPE OF SOIL

U/S OF EXISTINGFOOTING

1200 MAX.

MIN. 50 THK DRY PACKEDNON-SHRINK GROUT

CONCRETE FILL

PROCEED WITH ADJACENT UNDERPINNING ONLYAFTER CONCRETE FILL AND NON-SHRINK GROUTHAVE REACHED DESIGN STRENGTH.

ELEV

SECT

NOTE: VIBRATIONS FROM EQUIPMENT AND CONSTRUCTION OPERATIONS SHALL BE SEVERELY MINIMIZED TO REDUCE THE RISK OF EXCESSIVE SLOUGHING OF SOIL.

Checked By:

Drawn By:

Scale:

Date:

Drawing Title

Project:

Client:

Prime Consultant




Civil Consultant

Seal North







Drawing Notes:


NOV. 1, 2011

APEGGA PERMIT: P152

As indicated S020

FOUNDATION NOTES

TJW




1. CONCRETE IS SPECIFIED AS PER THE "PERFORMANCE" ALTERNATE ASOUTLINED IN TABLE 5 OF CAN/CSA-A23.1-04.

2. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR WORKING WITH THECONCRETE SUPPLIER TO ENSURE THAT THE PLASTIC AND HARDENED MIXPROPERTIES MEET SITE REQUIREMENTS FOR PLACING, FINISHING, AND THEOWNERS' SPECIFIED PERFORMANCE REQUIREMENTS. THE GENERALCONTRACTOR SHALL MEET THE DOCUMENTATION AND QUALITY CONTROLREQUIREMENTS OUTLINED UNDER THE "PERFORMANCE" ALTERNATE OFTABLE 5 OF CAN/CSA-A23.1-04.

3. THE SUPPLIER SHALL MEET ALL CERTIFICATION AND DOCUMENTATIONREQUIREMENTS AS OUTLINED UNDER THE "PERFORMANCE" ALTERNATEOF TABLE 5 OF CAN/CSA-A23.1-04.

4. THE CONCRETE SUPPLIER SHALL BE CERTIFIED BY THE ALBERTA READYMIXED CONCRETE ASSOCIATION.

5. PORTLAND CEMENT SHALL BE TYPE GU UNLESS NOTED OTHERWISE.

6. CONCRETE SHALL HAVE A UNIT WEIGHT OF 231 kN/m (1455 PCF) UNLESS NOTED OTHERWISE.

7. CONCRETE PROPERTIES:

CONCRETE

8. SLUMP AND AGGREGATE SIZE TO BE DETERMINED BY THE GENERALCONTRACTOR AND SUPPLIER TO MEET PLACEMENT, AND FINISHINGREQUIREMENTS WITHOUT SEGREGATION WHILE MEETING ALL OWNERSPECIFICATIONS.

9. MAXIMUM WATER/CEMENT RATIO AND AIR CONTENT TO MEET THEREQUIREMENTS FOR THE EXPOSURE CLASS AS OUTLINED IN TABLE 2, 4AND 20 OF CAN/CSA-A23.1-04.

10. CHLORIDE ION PENETRABILITY FOR EXPOSURE CLASS C-1 AND C-XL SHALLMEET THE REQUIREMENTS OF TABLE 2 OF CAN/CSA-A23.1-04.

11. AT THE REQUEST OF THE OWNER, THE SUPPLIER WILL FURNISH TEST DATARESULTS FOR EACH PROPOSED MIX DESIGN DEMONSTRATING THAT THEYMEET THE STRENGTH, DURABILITY, AND SHRINKAGE REQUIREMENTSSPECIFIED.

12. FOR 56 DAYS STRENGTH SPECIFICATIONS, THE SUPPLIER WILL FURNISHTHE OWNER WITH ACCELERATED STRENGTH TEST DATA FOR EACHPROPOSED MIX DESIGN, OR OTHER DOCUMENTATION ACCEPTABLE TO THEOWNER, SUCH THAT THE ANTICIPATED 56 DAYS STRENGTH OF THE MIXAS PLACED ON SITE CAN BE EVALUATED WITHIN 14 DAYS OF PLACEMENT.

13. CURING OF CONCRETE TO MEET THE REQUIREMENTS FOR THE EXPOSURECLASS AS OUTLINED IN CLAUSE 7.4.1.7 AS WELL AS TABLES 2 AND 20 OFCAN/CSA-A23.1-04.

14. ALL BOTTOM EDGES OF EXPOSED SLABS AND BEAMS, AS WELL AS EDGESOF WALLS AND COLUMNS, TO BE CHAMFERED 20 mm X 20 mm.ALL TOP EDGES OF EXPOSED SLABS, BEAMS, UPSTANDS AND STAIRSTO BE TOOLED UNLESS NOTED OTHERWISE. SEE ALSO ARCHITECTURALDRAWINGS AND SPECIFICATIONS FOR OTHER FINISH REQUIREMENTS.

15. NO CALCIUM CHLORIDE IS PERMITTED, IN ANY FORM, IN ANY CONCRETEMIX WITHOUT THE EXPRESS WRITTEN CONSENT OF READ JONESCHRISTOFFERSEN LTD.

16. CURING AND PROTECTION OF CONCRETE FOR HOT, COLD OR DRY WEATHERIS TO BE AS PER CLAUSES 7.4.1.8 AND 7.4.2 OF CAN/CSA-A23.1-04 AS AMINIMUM. SEE ALSO "COLD WEATHER REQUIREMENTS" IN THESTRUCTURAL DRAWINGS.

NFOOTINGS

EXPOSURECLASS

COMMENTS

30 MPa

ELEMENT COMPRESSIVESTRENGTH (MPa)28 DAYS U.N.O.

N

C-2

N

35 MPa

SLAB ON GRADE(INTERIOR)

SLAB ON GRADE(EXTERIOR)

CONCRETE ONSTEEL DECK

SUSPENDEDSLABS & BEAMS

35 MPa

MECHANICALHOUSEKEEPING PADS

COLUMNS

SHEAR WALLS(ABOVE GRADE)

25 MPa

25 MPa

N

N

N

25 MPa

32 MPa

C-1RETAINING WALLS 35 MPa

* EXPOSED TO TRAFFIC AND PARKING AREAS (CHLORIDES).** OUTLINED IN TABLE 20 OF CAN/CSA-A23.1 (7 DAY WET CURE).

.

.

.

.

.

.

.

.

.

35 MPa C-1 .

C-1SLAB ON GRADE(EXPOSED*)

35 MPa

C-1FOUNDATION WALLS(EXPOSED*)

35 MPa

F-2FOUNDATION WALLS(NOT EXPOSED)

25 MPa

CURINGTYPE 3**

.

.

(SEE ALSO CAN/CSA-A23.1, CLAUSE 7.4.2.5, EXCEPT THE FOLLOWING MINIMUMREQUIREMENTS MUST ALSO BE MET)1. FORECASTED AIR TEMPERATURE AT OR BELOW 5C

A. THE AGGREGATE OR MIXING WATER SHALL BE HEATED TOMAINTAIN A MINIMUM CONCRETE TEMPERATURE OF 10C.

B. CONCRETE SHALL NOT BE PLACED ON OR AGAINST ANY SURFACEWHICH IS AT A TEMPERATURE LESS THAN 5C.

C. CONTRACTOR SHALL BE PREPARED TO COVER SLAB IFUNEXPECTED DROP IN AIR TEMPERATURE SHOULD OCCUR.

D. CONCRETE TEMPERATURE SHALL BE MAINTAINED ABOVE 10CFOR AT LEAST 7 DAYS OR UNTIL THE CONCRETE REACHES 70%OF SPECIFIED STRENGTH.

CONTINUED IN COLUMN TO LEFT...

CONCRETE COLD WEATHERREQUIREMENTS

(TOLERANCES AS PER CAN/CSA-A23.1 CLAUSE 6.4.2, EXCEPT AS NOTED BELOW.)CLOSER TOLERANCES SHALL BE MAINTAINED WHERE ARCHITECTURAL DETAILSOR OTHERS REQUIRE.

WHERE ANY DEVIATION OCCURS, AND IT IS ACCEPTABLE TO THE ENGINEERAND ARCHITECT, THE CONTRACTOR IS RESPONSIBLE FOR ADJUSTMENT OFOTHER BUILDING ELEMENTS TO ACCOMMODATE SUCH DEVIATION. COSTSFOR REMEDIAL WORK FOR DEVIATIONS NOT ACCEPTED SHALL BE BOURNEBY THE CONTRACTOR.

1. VARIATION FROM THE PLUMB.

A. IN THE LINES AND SURFACES OF COLUMNS, PIERS, WALLS ANDIN ARRISES: 0.25% OF HEIGHT (1 IN 400), MAXIMUM 40 mm OVERTHE ENTIRE HEIGHT OF THE STRUCTURE.

ONLY ONE CURVATURE ALLOWED PER 3000 mm.

THE TOLERANCE GIVEN IS THE MAXIMUM VARIATION FROM APLUMB LINE.

ALL MEASUREMENTS SHALL BE TO THE SAME SIDE OF THEPLUMB LINE.

B. UNLESS SPECIFIED ELSEWHERE IN THE CONSTRUCTIONDOCUMENTS - THE TOLERANCES FOR EXPOSED CORNER COLUMNS,CONTROL JOINT GROOVES, AND OTHER CONSPICUOUS LINESSHALL BE: (SEE ALSO ELEVATOR SHOP DRAWINGS ETC.)0.125% OF HEIGHT (1 IN 800), MAXIMUM 20 mm.ONLY ONE CURVATURE ALLOWED PER 6000 mm.

MAXIMUM VARIATION IN WINDOW BAYS 0.2% OF OPENING.

2. UNLESS SPECIFIED ELSEWHERE, FLOOR FINISHES SHALL BE CLASS A"INSTITUTIONAL AND COMMERCIAL FLOOR" (FF = 20, FL = 15).ONLY ONE CURVATURE ALLOWED IN 3000 mm.

CLOSER TOLERANCES MAY BE REQUIRED TO GIVE THE QUALITY OFFINISH FLOOR SURFACES CALLED FOR ELSEWHERE IN THE CONTRACTDOCUMENTS.

3. VARIATIONS OF STRUCTURAL CONCRETE ELEMENTS RELATED TO EACHOTHER AND RELATIVE TO A REFERENCED GRID SYSTEM FOR PLANDIMENSIONS TO MEET CLAUSE 6.4.6 OF CAN/CSA-A23.1.

4. VARIATION IN CROSS-SECTIONAL DIMENSIONS OF COLUMNS AND BEAMSAND IN THE THICKNESS OF SLABS AND WALLS: AS IN CAN/CSA-A23.1.

ONLY ONE CURVATURE ALLOWED PER 3000 mm.

5. FOOTINGS:

A. VARIATION IN DIMENSIONS IN PLAN:

MINUS -------------------------------------------------------------------- 10 mm

PLUS ---------------------------------------------------------------------- 50 mm

B. MISPLACEMENT OR ECCENTRICITY:

TWO (2) PERCENT OF THE FOOTING WIDTH IN THE DIRECTION OFMISPLACEMENT BUT NOT MORE THAN --------------------- 50 mm

C. REDUCTION IN THICKNESS:

MINUS ----------------------------------------- 5% OF SPECIFIED THICKNESS

6. THE ABOVE REQUIREMENTS DO NOT RELIEVE THE CONTRACTOR OF HISRESPONSIBILITY OF MEETING MORE RIGID REQUIREMENTS SPECIFIEDELSEWHERE IN THE CONSTRUCTION DOCUMENTS OR AS REQUIRED BYEQUIPMENT SHOP DRAWINGS OR SPECIFICATIONS SUCH AS THOSE FORELEVATORS ETC.

CONCRETE CONSTRUCTION TOLERANCES

1. REINFORCEMENT SHALL CONFORM TO THE FOLLOWING STANDARDS:

A. CAN/CSA-G30.18R - GRADE 400 MPa - 10M AND LARGER (U.N.O.)B. CSA STANDARD G30.5 - GRADE 400 MPa - WELDED WIRE

REINFORCEMENTC. CAN/CSA-G30.18W - GRADE 400 MPa - ALL REINFORCING THAT

WILL BE WELDED

(NOTE: G30.18W MAY BE SUBSTITUTED FOR G30.18R)2. UNLESS OTHERWISE NOTED CONCRETE COVER TO REINFORCEMENT

SHALL BE:

CONCRETE REINFORCEMENT

(NOTE: CONCRETE COVERS SPECIFED FOR A 0-2 HR FIRE RATING)3. DESIGNATION OF REINFORCING BARS:

A. BARS SHOWN THUS IN BOTTOM OF BEAMS ORSLABS OR IN FAR FACE OF WALL

BARS SHOWN THUS IN TOP OF BEAMS OR SLABSOR IN FAR FACE OF WALL

B. STRAIGHT E.G. 6-10M4200 MEANS 6-10M BARS 4200 mm LONG.BARS: E.G. 15M3800 + 15M3200 ALT. @ 300 MEANS

1-15M3800 BAR THEN 1-15M3200 BAR SPACED 300 mm AWAY

BENT E.G. 13-A20M4000 MEANS 13-20M BARS 4000 mm LG. H.1.E. 180.BARS: E.G. 3-C25M3000 MEANS 3-25M BARS 3000 mm LONG H.1.E. 90.

(NOTE: BENT BAR LENGTHS INCLUDE HOOK DIMENSION)4. DO NOT SUBSTITUTE DEFORMED WIRE FOR REINFORCING BARS WITHOUT

PRIOR APPROVAL OF THE RJC.

5. SUPPORT REINFORCING WITH CHAIRS, ACCESSORIES, OR REINFORCINGBARS AS REQUIRED. BARS USED AS SUPPORT BARS SHALL BECONSIDERED AS ACCESSORIES.

6. PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN CONCRETE COVER ASSPECIFIED. ALL SUPPORTS AND BARS MUST BE TIED TOGETHER TOMAINTAIN REINFORCING STEEL SECURELY IN PLACE DURING CONCRETEPLACEMENT.

7. TESTING OF REINFORCING STEEL SHALL CONFORM TO THE SPECIFICATIONS.

TOP COVER* BOT COVER**ELEMENT:FOOTINGS 75 mm50 mm

* COVER TO TOP, SIDE, INSIDE, OR UN-EXPOSED SURFACE** COVER TO BOTTOM, OUTSIDE, OR EXPOSED SURFACE

FOUNDATION AND RETAINING WALLS(EXPOSED)

40 mm(30M = 45 mm)

40 mm(30M = 45 mm)

FOUNDATION WALLS(NOT EXPOSED)

25 mm(30M = 30 mm)

40 mm(30M = 45 mm)

SHEAR WALLS(ABOVE GRADE)

25 mm(30M = 30 mm) --

COLUMNS AND BEAMS(TO TIES OR STIRRUPS) 40 mm --SLAB ON GRADE(EXPOSED AND EXTERIOR)

75 mm55 mm

SLAB ON GRADE(INTERIOR)SUSPENDED SLABS ANDCONCRETE ON STEEL DECK

25 mm(30M = 30 mm)

--

25 mm(30M = 30 mm)

75 mm

BASED ON CAN/CSA-A23.3-04

WHERE EMBEDMENT OR SPLICES ARE DIMENSIONED ON THE DRAWINGS,SUCH DIMENSION SHALL APPLY.

WHERE THE DRAWINGS INDICATE A COMPRESSION EMBEDMENT, IT IS ACOMPRESSION EMBEDMENT LENGTH AND IT SHALL BE AS NOTED BELOW.

WHERE THE DRAWINGS INDICATE A TENSION EMBEDMENT, IT IS A TENSIONEMBEDMENT LENGTH AND SHALL BE AS NOTED BELOW.

WHERE NO EMBEDMENT OR EMBEDMENT TYPE IS CALLED FOR ON THESEDRAWINGS, IT SHALL BE A TENSION EMBEDMENT, EXCEPT FOR COLUMNSWHICH SHALL BE A COMPRESSION EMBEDMENT.

WHERE NO SPLICE OR SPLICE TYPE IS CALLED FOR ON THESE DRAWINGS, ITSHALL BE A TENSION SPLICE, EXCEPT FOR COLUMNS WHICH SHALL BE ACOMPRESSION SPLICE.

ALL LENGTHS ARE FOR Fy = 400 MPa REBAR.

ALL TENSION SPLICE LENGTHS ARE CLASS "B" (1.3 d).

EMBEDMENT / DEVELOPMENT LENGTHSAND SPLICE LENGTHS

TENSION EMBEDMENT AND SPLICE LENGTHS ARE TO BE AS PER THE FOLLOWINGTABLE FOR:

- COLUMNS.- BEAM TOP AND BOTTOM BARS.- TWO WAY SLAB TOP AND BOTTOM BARS.- ONE WAY SLAB BOTTOM BARS.- WALL HORIZONTAL AND VERTICAL DISTRIBUTED REINFORCING.

MEMBERS WHICH DO NOT SATISFY THE ABOVE CONDITIONS SHALL HAVETENSION EMBEDMENTS AND SPLICES AS PER CASE 2 TABLE BELOW.

TENSION EMBEDMENT AND SPLICE LENGTHS ARE TO BE AS PER THE FOLLOWINGTABLE FOR MEMBERS NOT SATISFYING CASE 1 CONDITIONS AS SET OUT ABOVE.FOR EXAMPLE:

- ONE WAY SLAB TOP BARS (SEE TOP BAR NOTE).- BARS (EXCLUDING THE SPLICE) SPACED CLOSER TOGETHER THAN

2 BAR DIAMETERS.- STIRRUPS IN BEAMS AND GIRDERS.

CONCRETE STRENGTH20 MPa 25 MPa 30 MPa &

GREATER

FUNCTIONREBARDESIGNATION

10M

15M

20M

25M

30M

35M

EMBEDMENTSPLICE

EMBEDMENT

EMBEDMENT

EMBEDMENT

EMBEDMENT

EMBEDMENT

CONCRETE STRENGTH25 MPa 30 MPa 35 MPa


10M

15M

20M

25M

30M

35M

EMBEDMENTSPLICE

EMBEDMENT

EMBEDMENT

EMBEDMENT

EMBEDMENT

EMBEDMENT

NOTE: "TOP BAR" VALUES ARE SHOWN IN BRACKETS."TOP BAR" APPLIES TO HORIZONTAL REINFORCEMENT CAST WITH 300 mm ORMORE OF CONCRETE BELOW THE BAR.

CASE 2 CONDITIONS

CASE 1 CONDITIONS

TENSION EMBEDMENT AND SPLICE LENGTHS

COMPRESSION EMBEDMENT AND SPLICE LENGTHS

215300

200300 300

200

265440440

290440320

350585585

385585430

440730730

480730535

530875875

575875645

61510201020

6701020750

1260 (1640)1640 (2135) 1500 (1950)

1150 (1500)

1080 (1400)1400 (1820) 1290 (1675)

990 (1290)

900 (1170)1170 (1525) 1070 (1395)

820 (1070)

580 (750)750 (975) 680 (885)

530 (680)

430 (560)560 (730) 515 (670)

395 (515)390 (510)300 (390)

370 (480)480 (625)490 (630)630 (820)760 (990)990 (1290)915 (1190)

1190 (1550)1070 (1380)1380 (1795)

390 (510)300 (390)

390 (510)300 (390)

SPLICE

SPLICE

SPLICE

SPLICE

SPLICE

SPLICE

SPLICE

SPLICE

SPLICE

SPLICE

CONCRETE STRENGTH25 MPa 30 MPa 35 MPa


10M

15M

20M

25M

30M

35M

EMBEDMENTSPLICE

EMBEDMENT

EMBEDMENT

EMBEDMENT

EMBEDMENT

EMBEDMENT

NOTE: "TOP BAR" VALUES ARE SHOWN IN BRACKETS."TOP BAR" APPLIES TO HORIZONTAL REINFORCEMENT CAST WITH 300 mm ORMORE OF CONCRETE BELOW THE BAR.

1680 (2180)2180 (2835) 1995 (2595)

1535 (1995)

1440 (1870)1870 (2435) 1710 (2225)

1320 (1710)

1200 (1560)1560 (2030) 1420 (1850)

1100 (1420)

770 (1000)1000 (1300) 910 (1185)

700 (910)

580 (750)750 (975) 680 (885)

530 (680)505 (660)385 (505)

490 (630)630 (820)650 (840)

840 (1095)1015 (1320)1320 (1720)1220 (1580)1580 (2055)1420 (1850)1850 (2405)

460 (600)350 (460)

420 (550)330 (420)

SPLICE

SPLICE

SPLICE

SPLICE

SPLICE

CONTINUED FROM COLUMN TO RIGHT...

2. FORECASTED AIR TEMPERATURE BELOW 2C BUT NOT BELOW -4C

(NOTE - FOR THESE CONDITIONS STRUCTURAL CONCRETE TOPPINGSON METAL DECK SHALL SATISFY THE REQUIREMENTS OF 3).A. FORMS AND STEEL SHALL BE FREE FROM ICE AND SNOW.

B. THE AGGREGATE OR MIXING WATER SHALL BE HEATED TO GIVEA MINIMUM CONCRETE TEMPERATURE OF 10C AT POINT OF POUR.

C. CONCRETE SHALL NOT BE PLACED ON OR AGAINST ANY SURFACEWHICH IS AT A TEMPERATURE OF LESS THAN 5C.

D. SLABS SHALL BE COVERED WITH CANVAS OR SIMILAR, KEPT A FEWINCHES CLEAR OF SURFACE.

E. IN WINDY WEATHER, STOREY BELOW SLAB SHALL BE ENCLOSED.

F. PROTECTION SHALL BE MAINTAINED FOR AT LEAST THE SPECIFIEDCURING PERIOD.

G. CONCRETE TEMPERATURE SHALL BE MAINTAINED ABOVE 10CFOR AT LEAST THE SPECIFIED CURING PERIOD.

3. FORECASTED AIR TEMPERATURE BELOW -4C

A, B, C, D, AS UNDER POINT 2.

E. STOREY BELOW SHALL BE ENCLOSED AND ARTIFICIAL HEATPROVIDED. HEATING TO BE STARTED AT LEAST ONE HOUR AHEADOF POURING AND MAINTAINED FOR A MINIMUM OF THE SPECIFIEDCURING PERIOD.

F. TEMPERATURE OF THE CONCRETE AT ALL SURFACES SHALL BEKEPT AT A MINIMUM OF 20C FOR 3 DAYS, OR 10C FOR 7 DAYS.CONCRETE SHALL BE KEPT ABOVE FREEZING TEMPERATURESUNTIL IT REACHES 70% OF ITS SPECIFIED STRENGTH.

G. ENCLOSURE MUST BE CONSTRUCTED SO THAT AIR CANCIRCULATE OUTSIDE THE OUTER EDGES AND MEMBERS.

H. REINFORCING TO BE COVERED AND WARMED TO MAINTAIN ITSTEMPERATURE AT 0C OR HIGHER AT THE TIME OF CONCRETEPLACEMENT.

(SEE ALSO CAN/CSA-A23.1, HOWEVER, THE FOLLOWING REQUIREMENTS MUSTALSO BE MET)WHEN THE AIR TEMPERATURE AT TIME OF CASTING IS ABOVE 27 DEGREESCELSIUS, OR THE FORCASTED AIR TEMPERATURE IS ABOVE 27 DEGREES CELSIUS,THE FOLLOWING STEPS MUST MUST BE TAKEN:

1. PLACING:

1.1 FLY ASH IS NOT PERMITTED IN THE CONCRETE MIX DESIGN.

1.2 CONCRETE IS NOT TO BE USED IF OLDER THAN 90 MINUTES FROM BATCHING TIME.

1.3 CONCRETE TEMPERATURE TO BE NO MORE THAN 30 DEGREES CELSIUS.

1.4 SUB-GRADE IS TO BE DAMPENED PRIOR TO PLACEMENT OF CONCRETE.

2. CURING:

2.1 CONCRETE IS TO BE PROTECTED FROM EXCESSIVE EVAPORATION IMMEDIATELY AFTER PLACING BY THE FOLLOWING METHODS:

USE OF SUNSHADES (PERMANENT OR TEMPORARY) LOWERING THE CONCRETE TEMPERATURE

COVERING CONCRETE WITH WHITE POLYETHYLENE SHEETING BETWEEN VARIOUS STAGES OF FINISHING

PLACING AND FINISHING AT NIGHT

APPLYING A FOGGING SPRAY IMMEDIATELY AFTER PLACEMENT

HOT WEATHER CONCRETINGREQUIREMENTS

Checked By:

Drawn By:

Scale:

Date:

Drawing Title

Project:

Client:

Prime Consultant




Civil Consultant

Seal North







Drawing Notes:


NOV. 1, 2011

APEGGA PERMIT: P152

1 : 1 S030

CONCRETE NOTES

TJW




1. UNLESS OTHERWISE NOTED, WALLS SHALL BE REINFORCED AS FOLLOWS:

150 mm 10M@450 VERT. ------------------ 10M@330 HORIZ.200 mm 10M@330 VERT. ------------------ 10M@250 HORIZ. OR 15M@500250 mm 10M@500 VERT. E.F. STAG. --- 10M@400 HORIZ. E.F. STAG.300 mm 10M@450 VERT. E.F. STAG. --- 10M@330 HORIZ. E.F. STAG.350 mm 10M@380 VERT. E.F. STAG. --- 10M@280 HORIZ. E.F. STAG.

FOR OTHER THICKNESSES, REINFORCEMENT TO BE PROPORTIONAL TO ABOVE.

15M @ 500 MAY BE SUBSTITUTED FOR 10M @ 330 ONLY WITH THE APPROVALOF RJC. FOR WALLS WITH A SINGLE LAYER OF STEEL, THE WALLREINFORCING SHALL BE PLACED IN THE CENTRE OF THE WALL U.N.O.

2. ALL WALL REINFORCING SHALL BE CONTINUOUS, WITH HOOKS OR CORNERBARS USED AT ALL WALL JUNCTIONS. EXTEND HOOKS TO FAR FACE OF WALL.CORNER BARS TO BE LOCATED ON OUTSIDE FACE OR CENTRE OF WALL.

3. HORIZONTAL AND VERTICAL SPLICES SHALL BE CASE 1 TENSION SPLICES.U.N.O. HORIZONTAL BARS NEED NOT BE CONSIDERED TOP BARS.

4. DETAILS OF HORIZONTAL REINFORCEMENT AT CORNERS(SEE ALSO ZONE REINFORCING DETAILS):

WALLS

10. UNLESS NOTED OTHERWISE, ALL RETAINING WALLS BELOW GRADE AND ALL EXTERIOR WALLS EXPOSED TO THE WEATHER ABOVE GRADE SHALL HAVECONTROL JOINTS. SEE CONTROL JOINT DETAIL. CONSTRUCTION JOINT MAYREPLACE CONTROL JOINT WHERE REQUIRED. THE LOCATION OF CONTROLJOINTS IN EXPOSED CONCRETE WALLS SHALL BE SUBMITTED TO THEARCHITECT FOR REVIEW.

11. UNLESS NOTED OTHERWISE, PLACE TOP OF WALLS0 mm TO 12 mm BELOW SOFFIT OF SUPPORTEDCONCRETE STRUCTURE. IF TOP OF WALL PLACEDABOVE SOFFIT, CAREFULLY CHIP DOWN AS REQUIREDBY RJC.

9. SEE ARCHITECTURAL DRAWINGS FOR EXTENT AND LOCATION OF CONCRETEUPSTAND WALLS, PLANTER WALLS AND CURBS. UNLESS NOTED OTHERWISE,PROVIDE REINFORCING AS GIVEN IN ITEM 1. VERTICAL BARS TO BEEMBEDDED IN MAIN STRUCTURE AS SHOWN BELOW:

8. UNLESS NOTED OTHERWISE, PROVIDE U-BARS AS SHOWN WHERE FLOORSARE SUPPORTED FROM THE BOTTOM OF WALLS.

5. ENDS OF ALL WALLS SHALL HAVE 2-15M VERTICAL LAPPED 625 UNLESSOTHERWISE NOTED ON DRAWINGS.

6. ADD 2-15M PARALLEL TO ALL EDGES AND EXTENDING 625 BEYOND CORNERSAT OPENINGS IN WALLS.

7. UNLESS NOTED OTHERWISE, PROVIDE DOWELS AT BOTTOM OF WALLS(I.E. AT FOOTINGS OR WHEREVER WALL BEGINS) AS SHOWN BELOW.DOWELS TO MATCH VERTICAL STEEL.

120 TO POUR

JOINT

300

2-15M TOP CONT.

OR

THESE BARS TO HAVESTANDARD HOOKS

NOTE: SPLICED C BARS CAN BE USED INSTEAD OF HORIZONTAL BARS WITH STANDARD HOOK.

CORNER BARS CAN BE USED INSTEADOF HORIZONTAL BARS WITH TENSIONSPLICE LENGTH HOOK.

TENSION SPLICE

EMBEDMENTHOOK BOTTOM OF DOWEL IF NECESSARY

TOP OF FOOTING OR SLAB

2-15M BOTTOM CONTINUOUS TYPICAL

SEE PLAN FOR BOT. REINF.SUPPORT AS SHOWN, TYPICAL

NOTE: SHORE SLAB UNTIL SUPPORTINGSTRUCTURE OVER IS IN PLACE ANDHAS REACHED 28 DAY STRENGTH

TOP REINFORCING

WALL REINFORCING

UNLESS NOTED OTHERWISE: AT SLABS:15M U-BARS TO MATCH VERTICALWALL REINFORCING.AT SLAB BANDS AND BEAMS:6-15M U-BARS

CASE 1

TENSION

HOOKSTANDARD

SPLICETENSION

SPLICETENSION

SPLI

CETE

NSIO

N

750

750

SPLI

CETE

NSIO

N

SPLICETENSION

HOOKSTANDARD

HOOKSTANDARD

STAN

DAR

D H

OO

K

(CONSTRUCTION JOINT CAN REPLACE CONTROL JOINT)

WALL CONSTRUCTION JOINT

PLAN

KEY FROM 38x89

INSIDE FACE OF WALL

WATERSTOP IF REQUIRED.SEE ARCHITECTURAL SPECIFICIATIONS

ALL HORIZONTAL BARS TO BECONTINUOUS THROUGH JOINT ORTENSION SPLICED.

IF ARCHITECTURAL DRAWINGS AND SPECIFICATIONSDO NOT REQUIRE A WATERSTOP, FOR WALLS BELOWGRADE, PROVIDE A 20 mm WIDE X 25 mm DEEP NOTCHAND FILL NOTCH WITH CAULKING OR DAMP PROOFINGTO ARCHITECT'S REQUIREMENTS.

UNLESS NOTED OTHERWISE FOR EXTERIOR WALLS BELOW GRADE ANDEXTERIOR WALLS EXPOSED TO WEATHER ABOVE GRADE.

SPACE AT 6000 mm CENTERS MAXIMUM UNLESS OTHERWISE NOTED ON PLAN.

WALL CONTROL JOINT

INSIDE FACE OF WALLNOTCH 20 mm X 25 mm DEEPON EACH FACE

FOR WALLS BELOW GRADEFILL NOTCH WITH CAULKING ORDAMP-PROOFING TOARCHITECT'S SPECIFICATIONS

ALL HORIZONTAL BARS TO BECONTINUOUS THROUGH JOINT

PLAN

(UNLESS NOTED OTHERWISE)

WALL POUR JOINTS

WALL REINFORCING

FOR EXPOSED WALLS, SEE ARCHITECTURALDRAWINGS FOR REVEALS ETC.NOTE: MAXIMUM REVEAL DEPTH IN ANY WALLIS 20 mm MAXIMUM U.N.O. ON STRUCTURAL DWGS.

EXTERIOR INTERIOR

SEE DRAWINGS FORSLAB REINFORCING

LEAVE SURFACEROUGH FORGOOD BOND

SPLI

CE

CASE

1

TENS

ION

SPLI

CE

CASE

1

TENS

ION

WALL REINFORCINGLEAVE SURFACEROUGH FORGOOD BOND

SEE DRAWINGS FORSLAB REINFORCING

LOCATIONS TO BE APPROVED BY RJC

CONSTRUCTION JOINTS THROUGHSLABS AND BEAMS

RUN BOTTOM REINFORCINGCONTINUOUS THROUGH JOINT.

10M0750 @ 400

THROUGH SLABS

THROUGH BEAMS

KEY FROM 38x38 FOR SLABS UP TO 140KEY FROM 38x64 FOR SLABS 150 TO 190KEY FROM 38x89 FOR SLABS 200 TO 240FOR SLABS 250 AND OVER USEKEY 1/3 THE SLAB DEPTH

38

DEP

THBE

AM

INTERRUPT SLAB KEYAT BEAMS

SPAC

ES5

EQUA

L

RUN BEAM REINFORCINGCONTINUOUS THROUGH JOINT

2 SHEAR KEYS START 50 mmFROM EACH FACE OF BEAM

1. THE DESIGN AND FIELD REVIEW OF FORMWORK, SHORING AND RESHORINGIS THE RESPONSIBILITY OF THE CONTRACTOR. RESHORING DRAWINGSSHALL BE SUBMITTED TO RJC FOR THE EFFECT ON THE BASE BUILDINGSTRUCTURE ONLY.

2. NO COLUMN OR WALL FORMS SHALL BE REMOVED BEFORE CONCRETE HASREACHED 10 MPa FOR ARCHITECTURAL CONCRETE OR 8 MPa FOR OTHERCOLUMNS OR WALLS.

3. NO SLABFORMS OR BEAMFORMS SHALL BE REMOVED BEFORE CONCRETEHAS REACHED THE GREATER OF 17 MPa OR 75% OF THE 28 DAY STRENGTHBEFORE STRIPPING.

4. STRENGTH OF CONCRETE FOR STRIPPING TO BE DETERMINED USINGCYLINDERS STORED ON SITE IN A PROTECTED ENCLOSURE THATMAINTAINS A SIMILAR TEMPERATURE AND HUMIDITY AS THE STRUCTURALELEMENTS REPRESENTED. ALTERNATE METHODS, IF ACCEPTABLE TO RJC,MAY BE USED.

5. ALL SLABS, BEAMS, GIRDERS ETC. TO BE SHORED UNTIL CONCRETEREACHES DESIGN STRENGTH.

6. SOME MULTI LEVEL OR HANGER ASSEMBLIES REQUIRE FULL SHORING FORA NUMBER OF LEVELS. SEE STRUCTURAL DRAWINGS FOR SPECIALSHORING REQUIREMENTS.

CONCRETE FORMWORK STRIPPING

LIGHT STANDARD BASE DETAIL

BASE PL & ANCHOR BOLTSSUPPLIED BY POLEMANUFACTURER

2700

610

610 CAST-IN-PLACE BASER/W 8-20M VERTS. & 10MTIES @ 300 O.C.

610 FTG. TO BE FOUNDED ONUNDISTURBED SOILS

PROVIDE ALL NECESSARYAND ADEQUATE MEANSOF DEWATERING ASREQUIRED TO INSTALLLIGHT POLE BASES

T/O GRADESEE ARCH.

REFER TO ELECTRICALDRAWINGS FOR POLE

12m HIGH MAX.

CONDUITS AS PERELECTRICAL DRAWINGS

80 CVR. ON STEEL

CONCRETE BASE TO BE FORMEDIN 610mm (24") FIBRE FROM 25mPa CONCRETE TO BE WELLVIBRATED TO MINIMIZE VOIDS

75

Checked By:

Drawn By:

Scale:

Date:

Drawing Title

Project:

Client:

Prime Consultant




Civil Consultant

Seal North







Drawing Notes:


NOV. 1, 2011

APEGGA PERMIT: P152

As indicated S031

CONCRETE NOTES

TJW




1. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR EXTENT,THICKNESS, AND DETAILS.

2. REINFORCE AS SHOWN ON STRUCTURAL OR ARCHITECTURAL PLANS ANDSPECIFICATIONS, EXCEPT MINIMUM REINFORCING TO BE:

NON-STRUCTURAL CONCRETE TOPPINGON CONCRETE SLABS

FOR OTHER THICKNESSES, REINFORCEMENT TO BE PROPORTIONAL TOABOVE.

3. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR CONTROLJOINTS AND EXPANSION JOINTS, DETAILS, JOINT SPACING AND PATTERN.UNLESS NOTED OTHERWISE, PROVIDE 25 mm DEEP SAWCUTS OR TOOLEDJOINTS. MINIMUM SPACING OF JOINTS IN EACH DIRECTION IS 3000 mm.IF SAWCUTS ARE USED, DO NOT CUT REINFORCING AND MAKE THESAWCUTS WITHIN 12 HOURS OF POURING.

4. PROVIDE 12 mm GAP (MIN.) ATEDGES TO ALLOW FOR EXPANSION.SEE ALSO ARCHITECTURAL DETAILSAND REQUIREMENTS.

5. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR JOINTFILLERS AND SLIP SHEETS, IF REQUIRED.

6. FIELD REVIEW OF ARCHITECTURAL TOPPING DETAILS SUCH ASREINFORCING, JOINTS, JOINT SPACING, JOINT FILLER, SLIP SHEETS ETC.,BY OTHERS, NOT BY RJC. CALL ARCHITECT TO SCHEDULE FIELD REVIEWOF THOSE ELEMENTS.

CONCRETE SLABOR CONCRETETOPPING ONSTEEL DECK

2 SHEETS OF WWR 152 X 152 - MW9.1 X MW9.1 LAP 300OR 10M @ 500 EACH WAY AT MID-DEPTH OF TOPPING

1 SHEET OF WWR 152 X 152 - MW13.3 X MW13.3 LAP 300 OR2 SHEETS OF WWR 152 X 152 - MW9.1 X MW9.1 LAP 300

UP TO50 mm

TEMPERATURE REINFORCING EACH WAY,SEE "SLAB NOTES".

125 mmOR GREATER

100 mm

75 mm

1 SHEET OF WWR 152 X 152 - MW9.1 X MW9.1 LAP 300

TOPPINGTHICKNESS REINFORCING (TO BE PLACED AT MID-DEPTH)

12 MIN.

1. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATION, EXTENT,AND THICKNESS OF HOUSEKEEPING PADS.

2. THIS DETAIL PROVIDES RESISTANCE TOHORIZONTAL (SLIDING) FORCES ONLYFROM EARTHQUAKE LOADING ON PADAND EQUIPMENT. ADDITIONALCONNECTIONS FOR UPLIFT FORCES FROMEQUIPMENT TO BE DESIGNED ANDDETAILED BY SPECIALTY ENGINEER ANDWILL REQUIRE ANCHORING THROUGH THEPAD AND INTO OR THROUGH THESTRUCTURAL SLAB.

TYPICAL MECHANICAL / ELECTRICALHOUSEKEEPING PAD DETAIL

PAD THICKNESS

FOR ADDITIONAL REQUIREMENTS SEE MASONRY SPECIFICATION AND STRUCTURALDRAWINGS.

1. MASONRY WORK TO CSA S304.1 AND ITS REFERENCED DOCUMENTS,INCLUDING:

A. CONCRETE BLOCK TO CAN/CSA-A165.1 TYPE H/15/A/M UNLESSNOTED OTHERWISE (BASED ON NET AREA).

B. MASONRY WIRE REINFORCING TO CSA G30.5.

C. GROUT PREPARED OFF SITE SHALL BE COURSE PREPARED BYPROPERTY SPECIFICATION IN ACCORDANCE WITH CAN/CSA-A179.

- MINIMUM 28 DAY COMPRESSIVE STRENGTH - 12.5 MPa- SLUMP 200 mm MINIMUM TO 250 mm MAXIMUM.- GROUT SHALL BE FINE WHERE MAXIMUM GROUT SPACE IS

LESS THAN 50 mm IN ANY DIRECTION.- TESTING SHALL BE IN ACCORDANCE WITH CAN/CSA-A179

AND ITS APPENDIX.

D. GROUT PREPARED ON SITE SHALL BE PREPARED BY PROPORTIONSPECIFICATION IN ACCORDANCE WITH CAN/CSA-A179.

E. MORTAR SHALL BE TYPE S PREPARED BY PROPORTIONSPECIFICATION IN ACCORDANCE WITH CAN/CSA-A179.

- PORTLAND CEMENT-LIME MIX FORMULATION- TYPE 10 PORTLAND CEMENT- TYPE S HYDRATED LIME.

F. CONNECTIONS TO CAN/CSA-A370.

G. PRACTICE TO CAN/CSA-A371.

H. REINFORCING BARS TO CAN/CSA-G30.18 - 400 MPa.

2. LAPS: WIRE REINFORCING ----------- 200 mm10M BARS -------------------------- 400 mm15M BARS -------------------------- 700 mm20M BARS -------------------------- 1000 mm

3. PROVIDE CLEANOUTS FOR ALL CELLS TO BE REINFORCED AND FILLEDWITH GROUT. REPEAT CLEANOUTS ABOVE BOND BEAM. THESE CELLSTO BE KEPT CLEAR AND CLEAN OF MORTAR.

4. FILL BOND BEAMS AND CELLS CONTAINING VERTICAL REINFORCING ANDBOLTS WITH GROUT, VIBRATE OR PUDDLE TO COMPLETELY FILL CELLS

5. FILL CELLS IN 2400 mm LIFTS OR BETWEEN BOND BEAMS, WHICH EVERLESSER.

6. CONTROL JOINTS SHALL BE PLACED AT MAXIMUM SPACING OF 6000 mmUNLESS NOTED OTHERWISE.

7. BOND BEAMS SHALL BE CONTINUOUS AT CONTROL JOINTS UNLESS NOTEDOTHERWISE.

8. PROVIDE 10M STARTER DOWELS AT ALL VERTICAL REINFORCING, UNLESSNOTED OTHERWISE. EMBED 300 mm MINIMUM, UNLESS NOTED OTHERWISE.

9. NO MASONRY WORK SHALL BE PERMITTED WITH THE TEMPERATUREBELOW 5C, UNLESS PROVISIONS ARE MADE FOR HEATING THE MATERIALSAND THE WORK.

10. CALL RJC FOR FIELD REVIEW PRIOR TO POURING CONCRETE OR GROUT.

11. U.N.O. FOR TOP CONNECTION DETAILS, SEE STANDARD DETAILS ONSTRUCTURAL DRAWINGS.

12. TIE MASONRY UNITS TO ADJACENT CONCRETE WALLS OR COLUMNS WITHDOVETAIL ANCHORS AND EMBEDDED SLOTS. ANCHORS TO BE"STANDARD" DOVETAIL - t = 1.5 mm @ 600 O/C.

13. REINFORCEMENT - GENERAL

A. VERTICAL REINFORCEMENT:

UNLESS NOTED OTHERWISE, PROVIDE 1-15M FULL HEIGHT AT:

- UNSUPPORTED ENDS OF WALLS, CORNERS, ANDINTERSECTIONS

- EACH SIDE OF DOORS AND OTHER OPENINGS.

B. HORIZONTAL REINFORCEMENT:

UNLESS NOTED OTHERWISE, PROVIDE CONTINUOUS BOND BEAMS(REINFORCED WITH 1-15M) AT MAXIMUM VERTICAL INTERVALS OF2400 mm O/C AND AT UNDERSIDE OF EACH FLOOR, ROOF, AND ATTOP OF PARAPETS. ALSO PROVIDE BOND BEAMS AT TOP ANDBOTTOM OF OPENINGS AND EXTEND 600 mm PAST CORNERS.REINFORCE BOTTOM BOND BEAM WITH 1-15M. REINFORCE TOPBOND BEAM AS FOLLOWS:

- SPANS LESS THAN 1500 mm: 200 mm DEEP BOND BEAM C/W 1-15M FULL LENGTH.

- SPANS 1500 mm TO 3000 mm:400 mm DEEP BOND BEAM C/W 2-15M FULL LENGTH.

14. REINFORCEMENT - IN ADDITION TO THAT NOTED IN (13)A. VERTICAL REINFORCEMENT:

WALL THICKNESS MAXIMUM HEIGHT NON LOAD BEARING

150 mm 4200 mm 15M @ 800200 mm 5500 mm 15M @ 1200

B. HORIZONTAL REINFORCEMENT:

LADDER REINFORCEMENT MW11.1 @ 400 O/C.

MASONRY1. FOR ADDITIONAL REQUIREMENTS SEE MASONRY SPECIFICATION AND

STRUCTURAL DRAWINGS.

2. MASONRY WORK SHALL CONFORM TO CSA S304.1 AND ITS REFERENCEDDOCUMENTS, INCLUDNG:

A. CONCRETE BLOCK TO CAN/CSA-A165.1, TYPE H15/A, UNLESS NOTEDOTHERWISE ON SCHEDULE (BASED ON NET AREA).

B. MORTAR TO CAN/CSA-A179, TYPE 'S' FOR ALL WALLS.C. GROUT TO CAN/CSA-A179.D. MASONARY WIRE REINFORCING TO CSA G30.5.E. REINFORCING BARS TO CAN/CSA-G30.18 - 400 MPa.F. WELDED REINFORCING BARS TO CAN/CSA-G30.18 - 400 MPa.G. CONNECTIONS TO CAN/CSA-A370.H. PRACTICE TO CAN/CSA-A371.

3. STRUCTURAL DRAWINGS INDICATE ONLY LOAD-BEARING WALLS.DESIGN IS BASED ON ENGINEERING ANALYSIS ACCORDING TO CSA S304.1.

4. FILL BLOCK CORES UNDER ALL CONCENTRATED LOADS WITH 20 MPaCONCRETE GROUT TO A DEPTH OF AT LEAST 400 mm MEASURED DOWNFROM THE BEARING.

5. PROVIDE HEAVY DUTY LADDER TYPE OR TRUSS TYPE MASONRYREINFORCING (4.76 mm DIAMETER) IN HORIZONTAL JOINTS EVERY SECONDCOURSE (400 mm) UNLESS NOTED OTHERWISE IN SCHEDULE.

6. PROVIDE LINTELS OVER ALL OPENINGS IN WALLS. SEE LINTEL SCHEDULE,UNLESS NOTED OTHERWISE ON PLAN. CONNECT BACK TO BACK ANGLESTOGETHER AT 500 mm O/C MAXIMUM. PROVIDE 150 mm MINIMUM ENDBEARING FOR LINTELS.

7. PROVIDE 1-15M CONTINOUS IN TOP COURSE OF WALL UNDER BEAM ORJOIST BEARING AND FILL CELLS SOLID WITH 20 MPa CONCRETE GROUT.

8. LAPS: WIRE REINFORCEMENT ------ 200 mm10M BARS -------------------------- 600 mm15M BARS -------------------------- 750 mm20M BARS -------------------------- 1100 mm

9. UNLESS NOTED OTHERWISE, PROVIDE 2-15M VERTICAL BARS FULLHEIGHT AT:

A. UNSUPPORTED ENDS OF WALLS.B. EACH CORNER AND AT INTERSECTIONS.C. EACH SIDE OF DOORS AND OTHER OPENINGS.

10. PROVIDE 1-15M IN EACH CELL OF ALL PIERS AND PILASTERS UNLESSOTHERWISE NOTED. ALL VERTICAL REINFORCING SHALL BE CONTINUEDTO WITHIN 50 mm OF TOP OF THE WALL.

11. PROVIDE CLEANOUTS FOR ALL CELLS TO BE REINFORCED, REPEATCLEANOUTS ABOVE BOND BEAMS.

12. FILL CELLS CONTAINING VERTICAL REINFORCING AND BOLTS WITH 20 MPaCONCRETE (10 mm AGGREGATE, 180 mm SLUMP) VIBRATE OR PUDDLE TOFILL CELLS COMPLETELY.

13. FILL CELLS IN 1200 mm LIFTS OR BETWEEN BOND BEAMS, WHICHEVERIS LESS.

14. CONTROL JOINTS SHALL BE INSTALLED AT MAXIMUM SPACING OF 9000 mm,IF NOT OTHERWISE SHOWN ON DRAWINGS.

15. CONTROL JOINTS AND EXPANSION JOINTS SHALL BE CONTINUED THROUGHBOND BEAMS IF NOT OTHERWISE SHOWN.

16. OUTSIDE FACE OF EXTERIOR WALLS SHALL BE WATERPROOFED AS PERSPECIFICATIONS AND ARCHITECTURAL DRAWINGS.

17. NO MASONRY WORK SHALL BE PERMITED WITH TEMPERATURE BELOW5 CELSIUS, UNLESS PROVISIONS ARE MADE FOR HEATING THE MATERIALSAND PROTECTING THE WORK.

18. PROVIDE 15M @ 1200 mm O/C FULL HEIGHT FOR ALL LOAD BEARINGMASONRY WALLS, UNLESS NOTED OTHERWISE.

19. PROVIDE 1200 mm STARTER DOWELS TO MATCH ALL VERTICALREINFORCING, UNLESS NOTED OTHERWISE.

20. LOAD BEARING MASONRY IS SHOWN THUS ON PLAN.

LOAD BEARING MASONRYSUPPORT DETAILS AT TOP OFBLOCK WALLS

NOTE: ALL CONNECTIONS TO BE AT FILLED VERTICAL CELLS AT 1200 mm O/C MAXIMUM UNLESS NOTED OTHERWISE.

L102x76x6.4X 150 LONG (L.L.H.)

BOTTOM OF DOWEL

L102x102x6.4 X 200 LONGEACH SIDE

O.W.S.J. OR STEEL BEAM

6 mm BENT PLATEX 200 WIDE C/W2-13 mm WEDGE ANCHORS@ 150. EMBED 50

(AT EDGES OF SLABS)

CONC. SLABCONCRETE SLAB

20 mm REDI-RODOR THREADED REBARDOWEL INSIDEPLASTIC SLEEVE TOALLOW FOR VERTICALMOVEMENT.

THREADED INSERT CAST INTO U/S SLAB(THESE INSERTS MAY BE REPLACED BY WEDGEANCHORS, OR DOWELS GROUTED INTO 100 mmDEEP PREDRILLED HOLES USING THE HILTI-HITSYSTEM)

PL 5x150 XLENGTH TO SUITC/W 2-10 mm WEDGE ANCHORS.EMBED 50

NOTE: ALL CONNECTIONS TO BE AT 1200 mm O/C MAXIMUM U.N.O.

5 mm BENT PLATE X200 LONG EACH SIDE

PL 5x150 XLENGTH TO SUIT

Mf=0.5 kN-m

Af=1

0 kN

Mf=0.5 kN-m

L76x76x4.8BEAM BRACE

STEEL BEAM OR JOIST

JOIST OR BEAMS

L152x102x7.9 X 120 LONG

ROOF DECK

C100x8 (TOES UP)

L102x102x6.4 X 200 LONGEACH SIDE

SEE ARCHITECT FORFIRESTOPPING IN GAP


FILLEDVERTICAL CELL

DRY PACK AT VERTICALBAR AS LAST ROW OFBLOCKS PLACED AFTERBOND BEAM PLACED.

FILLED VERTICAL CELL

ALTERNATE 4ALTERNATE 3

ALTERNATE 1 ALTERNATE 2

FOR CONCRETE SLABS AND CONCRETE TOPPING ONSTEEL DECK

FOR O.W.S.J. OR STEEL BEAMS PERPENDICULAR TO WALL

FOR STEEL BEAMS

FOR O.W.S.J. OR STEEL BEAMS PARALLEL TO WALL

50 CL

R.

CONTINUOUS BOND BEAMFILLED WITH GROUT R/W1-15M CONT.

6

50 CL

EAR

5TYP.

5 TYP.

CONTINUOUS BOND BEAMFILLED WITH GROUT R/W1-15M CONT.

DRY PACK AT VERTICAL BARAS LAST ROW OF BLOCKSPLACED AFTER BOND BEAMPLACED


5

CLR.20

FILLEDVERTICAL CELL

L76x76x4.8X 100 LONGEACH SIDE

FILLEDVERTICALCELL

Af=1

0 kN

STEEL BEAMOR JOIST

L76x76x4.8BEAM BRACE

STEEL BEAMOR JOIST

20 CL

EAR

102

76

CONT. BOND BEAMFILLED WITH GROUTR/W 1-15M CONT.

5TYP.75

GAP20

FILLEDVERTICALCELL

50

150

DRY PACK AT VERTICALBAR AS LAST ROW OFBLOCKS PLACED AFTERBOND BEAM PLACED.CONT. BOND BEAMFILLED WITH GROUTR/W 1-15M CONT.

GAP20

165

20 mm GAP AT

20 G

AP

20 G

AP

50

FILLEDVERTICALCELL

DRY PACK AT VERTICALBAR AS LAST ROW OFBLOCKS PLACED AFTERBOND BEAM PLACED.CONT. BOND BEAMFILLED WITH GROUTR/W 1-15M CONT.

CONCRETE TOPPINGON STEEL DECK

CONCRETE TOPPING ON STEEL DECKOR CONCRETE SLAB

5TYP. 75

L102x76x6.4 X 150 LONGEACH SIDE C/W 2-10 mm WEDGE ANCHORS.EMBED 50 mm

FILLED VERTICALCELL

L76x76x4.8X 100 LONGEACH SIDE

76

102

50

76

PLAN SECTION TAKEN THROUGH BOND BEAM.

SPACE CONTROL JOINTS AT 10000 mm O/C MAXIMUM UNLESS NOTED OTHERWISEON PLAN.

TYPICAL MASONRY WALL CONTROL JOINT

CONTROL JOINT

1-15M VERT. EACH SIDE OF JOINT.FILL VERTICAL CELL WITH CONCRETE

BOND BEAM HORIZ. REINF. TO BECONTINUOUS THROUGH JOINT U.N.O.

1. SEE ARCHITECTURAL DRAWINGS FOR BRICK VENEERS. UNLESS NOTEDOTHERWISE 90 mm BRICK VENEERS SHALL BE SUPPORTED AT BOTTOMBY DIRECT BEARING ON CONCRETE SLAB OR CORBEL (IF SHOWN ONSTRUCTURAL DRAWINGS) OR ON A STEEL LEDGER ANGLE (SEE BELOW).

ARCHITECTURAL BRICK VENEER (U.N.O.)

2. SEE ARCHITECTURAL DRAWINGS FOR LATERAL SUPPORT OF BRICKVENEER TO WALL BEHIND (CONCRETE, CONCRETE BLOCK, STEEL STUD ORTIMBER STUD)

3. CORROSION PROTECTION OF LEDGER ANGLES SHALL BE HOT-DIPGALVANIZING. AFTER WELDING GRIND SMOOTH ALL WELDS. AFTERWELDING OR BOLTING THE ANGLE IN PLACE, COAT ALL NON-GALVANIZEDSTEEL (EXPOSED PORTION OF EMBED PLATES, WELDS AND BOLT HEADS)WITH GALVACON.

4. SEE ARCHITECTURAL DRAWINGS FOR BRICK SUPPORTS IN CASESDIFFERENT THAN THE GENERIC EXAMPLES SHOWN ABOVE. SHOP DRAWINGSSHOWING ALL STEEL SUPPORTS FOR BRICK VENEER SHALL BE SUBMITTEDFOR REVIEW.

AT WALLS

AT SLABS

MIN

.

300

MAX.125

(TO

NE

XT SU

PPO

RT AN

GLE

)58

00 M

AX. BR

ICK

HEIG

HT

L 102x102x9.5 CONT.BRICK ANGLE

BRICK VENEER SEE ARCH. FORLOCATIONS & EXTENTS

KNIFE PL. 10x125 @ 1500 O.C. MAX.

PL.13x100x175 LG.C/W 2-13 x 150 LG. N.STUDS @ 125 O.C.

50 M

IN. TO

CO

NC. SL

A B15

0 M

IN. TO

SO

ILSEE ARCH. FORU/S BRICK ELEV.

L 102x102x9.5 CONT.BRICK ANGLE

BRICK VENEER SEE ARCH.FOR LOCATIONS & EXTENTS

KNIFE PL. 10x125@ 1500 O.C. MAX.

SEE ARCH.FOR U/SBRICKELEV.

MAX.125

(TO

NE

XT SU

PPO

RT AN

GLE

)48

50 M

AX. BR

ICK

HEIG

HT

.

CONTRACTIONGAPSEE ARCH.

L152x152x9.5 CONT.CLOSURE ANGLE

2-10M x 900 LG. D.B.A @ 100 O.C.

STEEL BEAMSEE PLAN

8 THK. STIFF. PL. TYP. E.S.TO MATCH KNIFE PL. LOCATIONS

L51x51x6.4COMP. STRUT(Cf = 30kN)

WELD COMP.STRUT TO TOPCHORD OF JOIST

Checked By:

Drawn By:

Scale:

Date:

Drawing Title

Project:

Client:

Prime Consultant




Civil Consultant

Seal North







Drawing Notes:


NOV. 1, 2011

APEGGA PERMIT: P152

As indicated S040

MASONRY NOTES

TJW




1. STRUCTURAL STEEL SECTIONS SHALL BE NEW AND CONFORM TO THEFOLLOWING:

A. WIDE FLANGE BEAMS AND WWF SECTIONS --- CSA G40.21 350WB. MISCELLANEOUS ROLLED SECTIONS

(EXCEPT WIDE FLANGES) ---------------------------- CSA G40.21 300WC. HOLLOW STRUCTURAL SECTIONS

(CLASS C U.N.O.) ---------------------------------------- CSA G40.21 350WD. ROLLED PLATES ----------------------------------------- CSA G40.21 300WE. BOLTS (SEE PLANS AND DETAILS) ----------------- ASTM A325 OR

ASTM A490F. STRUCTURAL STEEL ANCHOR RODS (U.N.O.) -- ASTM F1554

GRADE 36 MINIMUMG. REINFORCING BAR ANCHOR BOLTS --------------- CAN/CSA-G30.18R,

GRADE 400

2. DESIGN FORCES INDICATED ON DRAWINGS FOR STRUCTURAL STEELWORK ARE FACTORED FORCES UNLESS NOTED OTHERWISE.FORCES ARE VERTICAL SHEAR FORCES U.N.O.

METRIC

A. FORCES ---------------------------------------------------- kNB. MOMENTS ------------------------------------------------- kN-mC. LINE LOADS ----------------------------------------------- kN/mD. DISTRIBUTED LOADS ---------------------------------- kPa

SEE "GENERAL NOTES - LOADS" FOR DEFINITIONS AND VALUES OFLIVE LOAD, DEAD LOAD AND SUPERIMPOSED DEAD LOAD. SEE ALSOPLANS FOR OTHER LOAD/FORCE REQUIREMENTS.

3. ALL CONNECTIONS TO BE DESIGNED BY FABRICATOR UNLESS NOTEDOTHERWISE. ALL BEAM CONNECTIONS TO BE STANDARD FRAME BEAMCONNECTIONS OR EQUIVALENT, UNLESS NOTED OTHERWISE.

4. CONNECTIONS AND SPLICES NOT SHOWN ON THE STRUCTURAL DRAWINGSBUT REQUESTED BY THE FABRICATOR MUST BE ACCEPTABLE TO RJCAND DETAILED ON THE SHOP DRAWINGS. TESTING OF THESECONNECTIONS SHALL BE AT THE DISCRETION OF RJC AND TO THECONTRACTORS ACCOUNT.

5. FABRICATION, ERECTION, STRUCTURAL DESIGN, AND DETAILING OF ALL STEEL SHALL BE IN ACCORDANCE WITH CAN/CSA-S16.

6. FILLET WELDS SHALL BE 5 mm MINIMUM U.N.O.

7. BOLTS SHALL BE A325 19 mm MINIMUM U.N.O.

8. BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF TWO BOLTS IN EACHCONNECTED PIECE AND BE DESIGNED AS BEARING CONNECTIONS, U.N.O.

9. ALL WELDED HEADED STUDS AND WELDED DEFORMED BAR ANCHORSSHALL BE INSTALLED AS PER THE MANUFACTURERS SPECIFICATIONSAND RECOMMENDATIONS OR SHOP FILLET WELDED. ANY FIELD FILLETWELDED DEFORMED BARS OR STUDS WILL BE REJECTED. SEE PLANS,SECTIONS, DETAILS, AND SCHEDULES FOR LOCATIONS ETC., THECONTRACTOR SHALL CO-ORDINATE THE DESIGN, SUPPLY, ANDINSTALLATION OF ALL STUDS AND ANCHORS, INCLUDING, BUT NOTLIMITED TO STUDS AND DEFORMED BAR ANCHORS ON COMPOSITEBEAMS, DRAG STRUTS, EMBEDDED PLATES, ETC.

10. UNLESS NOTED OTHERWISE, COLUMN CAP PLATES SHALL BE 16 mm THICKAND COLUMN BASE PLATES SHALL BE 20 mm MINIMUM THICK.

11. PROVIDE 6 mm CAP PLATES FOR ALL HSS MEMBERS U.N.O.

12. CONNECTION DETAILS SHOWN ON THE STRUCTURAL DRAWINGS SHALLNOT BE ALTERED BY THE CONTRACTOR WITHOUT WRITTEN APPROVALFROM READ JONES CHRISTOFFERSEN LTD.

13. THIS SYMBOL: MEANS BEAM IS MOMENT CONNECTED THROUGHSUPPORTING BEAM OR COLUMN. PROVIDE FULLSTRENGTH MOMENT CONNECTION U.N.O.

14. FRAME ROOF AND FLOOR OPENINGS GREATER THAN 450 mm INACCORDANCE WITH THE DETAILS IN THE GENERAL NOTES UNLESS NOTEDOTHERWISE ON THE PLANS.

15. UNLESS NOTED OTHERWISE ON THE PLANS, REFER TO THE DETAILSIN THE GENERAL NOTES FOR FRAMING FOR SUPPORT OF ROOF TOPMECHANICAL EQUIPMENT.

16. STEEL TO BE EXPOSED IN FINISHED WORK SHALL BE CLEANED,PREPARED, PRIMED AND PAINTED IN ACCORDANCE WITH CSA STANDARDS16 AND THE ARCHITECTURAL DRAWINGS AND PAINTING SPECIFICATION.

17. DESIGN DRAWINGS INCLUDE ARCHITECTURAL, MECHANICAL, ANDELECTRICAL DRAWINGS. SEE ALSO ARCHITECTURAL DRAWINGS FORROOF AND FLOOR ELEVATIONS, ROOF SLOPES, EDGE DETAILS, ANDADDITIONAL DIMENSIONS AND DETAILS. WHERE ELEVATIONS, ROOFSLOPES, ETC., ARE SHOWN ON THE STRUCTURAL DRAWINGS, THEY MUSTBE CONFIRMED WITH THE ARCHITECTURAL DRAWINGS.

18. UNLESS NOTED OTHERWISE, DO NOT OVERSIZE HOLES IN STEEL TO FITANY ANCHOR LOCATIONS. FOR COLUMN BASE PLATE HOLES, UNLESSNOTED OTHERWISE ON DRAWINGS, FOLLOW STANDARD PRACTICE WHICHIS TO USE SLIGHTLY OVERSIZED HOLES. USE 6 mm OVERSIZED HOLEDIAMETER FOR COLUMN ANCHOR RODS UP TO AND INCLUDING27 mm DIAMETER, AND 12 mm OVERSIZED HOLE DIAMETER FOR COLUMNANCHOR RODS GREATER THAN 27 mm DIAMETER.

19. GENERAL SEISMIC REQUIREMENTS

A. WHERE CONNECTION FORCES ARE NOT SHOWN ON THE DRAWINGS,THE CONNECTION DESIGN SHALL SATISFY THE REQUIREMENTS OFCAN/CSA-S16 - CLAUSE 27.

B. STEEL IN THE ENERGY DISSAPATION SYSTEM SHALL SATISFY THELIMITS OF Fy, Fu, AND CHARPY V-NOTCH IMPACT REQUIREMENTSAS NOTED IN CAN/CSA-S16 - CLAUSE 27.1.5.

C. WELDS AND WELD MATERIAL SHALL SATISFY CAN/CSA-S16 -CLAUSE 27.1.5.3 (CHARPY REQUIREMENTS).

D. BOLTED CONNECTIONS SHALL SATISFY CAN/CSA-S16 - CLAUSE 27.1.6.

STRUCTURAL STEEL1. UNLESS NOTED, BEAM AND GIRDER CONNECTIONS TO EMBEDDED PLATES

SHALL BE DOUBLE ANGLE FRAMING CONNECTIONS WELDED TO THEBEAM WEB THUS:

STEEL BEAMS AND GIRDERS

2. UNLESS NOTED OTHERWISE ALL CONNECTIONS FOR BEAMS ANDGIRDERS SHALL BE DESIGNED FOR A SHEAR BASED ON THE MEMBER'SFULL MOMENT RESISTANCE CAPACITY RELATED TO A UNIFORM LOADON A SIMPLE SUPPORTED SPAN.

3. STEEL BEAM CAMBERS SHOWN THUS 75 MEAN CAMBER BEAMS 75 mmAT CENTRE.

4. TOP FLANGES OF BEAMS TO BE FREE OF ALL PAINT, DIRT, HEAVY RUST,MILL SCALE, SAND AND OTHER MATERIALS WHICH WILL INTERFERE WITHWELDING OF STUD SHEAR CONNECTIONS AND STEEL DECK TO BEAMS.

5. BEAMS NOTED AS COMPOSITE ON THE DRAWINGS REQUIRE STUD SHEARCONNECTIONS, SEE ALSO SHEAR CONNECTOR NOTES. SEE ALSO PLANS,SECTIONS, DETAILS AND SCHEDULES FOR STUDS SHOWN ONBEAMS/GIRDERS/DRAG-STRUTS ETC. OTHER THAN COMPOSITE BEAMS.THE CONTRACTOR SHALL CO-ORDINATE THE DESIGN, SUPPLY, ANDINSTALLATION OF ALL STUDS.

6. UNLESS NOTED OTHERWISE WHERE BEAMS SIT OVER COLUMNS, PROVIDEFULL HEIGHT, FULL WIDTH PL 10 STIFFENERS EACH SIDE OVER COLUMN.

STIFFENER TO START AT FILLET (TYP.) U.N.O.

Mf = Vf x e

MfVf

HSS COLUMNMIN. 4 BOLTS THRU.BEAM FLANGE ANDTOP PL 16

PL 10 STIFFENEREACH SIDE

WF COLUMN

2-PL 10 STIFFENERSEACH SIDE

2DSLOTTED HOLE FORERECTION BOLT

D

1. BEAMS AND GIRDERS DENOTED ON THE DRAWINGS AS COMPOSITE BEAMSREQUIRE SHEAR STUD CONNECTORS. THE CONTRACTOR SHALLCO-ORDINATE THE DESIGN, SUPPLY, AND INSTALLATION OF THE STUDS,WHETHER SHOP OR FIELD APPLIED, AND WHETHER APPLIED THROUGHSTEEL DECK OR TO BARE BEAMS. SEE ALSO REQUIREMENTS OF THESPECIFICATIONS.

2. UNLESS OTHER SYSTEMS ARE APPROVED IN ADVANCE BY RJC, ALL SHEARCONNECTORS SHALL BE HEADED STUD-WELDED SHEAR CONNECTORS,INSTALLED AS PER THE MANUFACTURER'S SPECIFICATIONS, ORSHOP FILLET WELDED. FIELD FILLET WELDED STUDS WILL BE REJECTED.

3. REMOVE WATER BETWEEN DECK LAPS AND BETWEEN DECK ANDSUPPORTING STEEL BEFORE FIELD APPLYING STUDS.

4. SHEAR CONNECTION INDICATED ON THE DRAWINGS IS THE TOTALFACTORED LOAD TO BE TRANSFERRED TO THE BEAM OVER ITS ENTIRELENGTH, U.N.O. DESIGN OF THE STUDS IS BY THE CONTRACTOR.

5. SHEAR CONNECTORS ARE TO BE UNIFORMLY SPACED UNLESS OTHERWISENOTED, AND STAGGERED ABOUT BEAM WEB WHERE POSSIBLE.

6. MINIMUM STUD HEIGHT SHALL BE THE GREATER OF:

4 X STUD DIAMETER, ORSTEEL DECK DEPTH + 2 X STUD DIAMETER.

7. MAXIMUM STUD HEIGHT SHALL MAINTAIN REQUIRED CONCRETE COVER TOTOP OF STUD.

8. MAXIMUM STUD DIAMETER SHALL BE 2.5 X THICKNESS OF SUPPORTINGSTEEL.

9. STUDS SHALL BE PLACED IN BOTTOM FLUTES OF STEEL DECK ON THE SIDECLOSEST TO THE NEAREST END OF THE BEAM.

SHEAR CONNECTORS - COMPOSITE BEAMS

10. MINIMUM DISTANCE TO EDGE OF FLANGE SHALL BE 2 X STUD DIAMETER.

11. MINIMUM SPACING BETWEEN STUDS (LATERAL OR LONGITUDINAL)SHALL BE 4 X STUD DIAMETER. MAXIMUM SPACING SHALL BE 600 mm.

NEAREST ENDOF BEAM

TYPICAL TENSION SPLICE FOR ANGLES

TO SUI

T

TO SUI

T

ALTERNATE 1

ALTERNATE 2

CONTINUOUS ANGLE

BENT PLATE SPLICE. SIZE AND CONNECTFOR TENSION CAPACITY OF ANGLE ORFOR TENSION FORCES SHOWN ONDRAWINGS.

SPLICE BARS. SIZE AND CONNECT FORTENSION CAPACITY OF ANGLE OR FORTENSION FORCES SHOWN ON DRAWINGS.

CONTINUOUS ANGLE

TO SUIT BOTH ENDS

TO SUIT BOTH ENDS

MINIMUM BEND RADIUS FORSTEEL PLATES

"R"

"T" (PLATE THICKNESS)0 mm TO 6 mm6 mm TO 12 mm 4 x "T"

3 x "T""R" (MINIMUM INSIDE RADIUS)

"T"

1. SEE ALSO MECHANICAL, ELECTRICAL AND ARCHITECTURAL DRAWINGSFOR ALL OPENINGS IN DECK.

2. U.N.O. REINFORCE OPENINGS WITHOUT MECHANICAL UNITSBETWEEN 150 mm TO 450 mm MAXIMUM DIMENSIONWITH L76x76x4.8 X 1200 mm LONG. WELD TO EVERY FLUTE.

3. TYPICAL DETAILS FOR SMALL MECHANICAL UNITS AND/OR OPENINGS INDECK UNLESS NOTED OTHERWISE ON PLANS AND DETAILS:

TYPICAL FRAMING AROUND OPENINGSIN STEEL DECK WITHOUTCONCRETE TOPPING - U.N.O.

CONNECT ANGLES FOR MAXIMUM FACTORED VERTICAL LOAD OF 6 kN.

4. WHERE AN OPENING IN DECK IS UNDER A MECHANICAL UNIT AND ISSMALLER THAN THE FRAMING REQUIRED TO SUPPORT THE MECHANICALUNIT, REINFORCE THE OPENING WITH L76x76x4.8 ON ALL FOUR SIDESSPANNING BETWEEN THE MECHANICAL UNIT SUPPORT MEMBERS.SEE NOTE 3, PLANS AND DETAILS FOR MECHANICAL UNIT SUPPORT FRAMING.

50

'C'

'D' 'C'

TO MATCH'C' DEPTH

BEAM ORO.W.S.J.

6 mmANGLE

TO MATCHWIDTH OFSUPPORTINGMEMBER

'C' WIDTH+ 75 mm

I.E.

150 X 150 TO450 X 450

450 X 450 TO1500 X 1500450 X 450 TO1500 X 900

450 X 900 TO1500 X 1500

MECH. UNIT OROPENING SIZE

'A' x 'B'L76x76x6.4

L102x102x6.4

ANGLE 'C'

0.25 kN TO1.0 kN

NO UNIT

LESS THAN OREQUAL TO 2 kN

(1500 mm MAX. HIGH)LESS THAN OREQUAL TO 2 kN

(1500 mm MAX. HIGH)

MECHANICAL UNITWEIGHT

(SPECIFIED)

L102x102x6.4

L102x102x6.4 L102x102x6.4

L76x76x6.4

L76x76x4.8

L76x76x4.8

ANGLE 'D'

'A'

2200

M

AX.

(1500 MAX.)'B'

1. DRAWINGS

A. SEE ALSO REQUIREMENTS IN ARCHITECTURAL AND STRUCTURALPLANS, DETAILS, AND SPECIFICATIONS, WHICH MAY HAVE MORERIGOROUS REQUIREMENTS THAN NOTED BELOW.

B. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATIONS AND EXTENTSOF 'ARCHITECTURALLY EXPOSED STRUCTURAL STEEL'.

2. FABRICATION

A. SHALL BE PERFORMED WITH SPECIAL CARE AND NECESSARYSTRAIGHTENING TO MAINTAIN THE CONDITION OF THE MATERIAL.

B. SHOP DETAILS SHALL SHOW CLEARLY THE REQUIRED FABRICATIONTOLERANCES. ERECTION PLANS AND/OR ANCHOR BOLT PLANS SHALLSHOW THE REQUIRED TOLERANCES FOR SETTING EMBEDDED ITEMS.

C. ALL COPES, MITRES AND BUTT CUTS IN SURFACES EXPOSED TOVIEW SHALL BE MADE WITH UNIFORM GAPS OF 3 mm IF SHOWNBY THE ARCHITECT TO BE OPEN JOINTS, OR IN UNIFORM CONTACTIF SHOWN WITHOUT A GAP.

3. WELDING

A. FILLET WELDS

FACES OF WELDS EXPOSED TO VIEW SHALL HAVE AS-WELDEDSURFACE THAT ARE REASONABLY SMOOTH AND UNIFORM.NO FINISHING OR GRINDING SHALL BE REQUIRED EXCEPT WHERECLEARANCES OR FIT OF OTHER ITEMS MAY SO NECESSITATE, OR ASSPECIFICALLY REQUIRED BY DESIGN DRAWINGS (SEE ITEM 1 ABOVE).

B. BUTT AND PLUG WELDS

FACES OF BUTT AND PLUG WELDS EXPOSED TO VIEW SHALL HAVEAS-WELDED SURFACES THAT ARE REASONABLY SMOOTH ANDUNIFORM AND SHALL NOT PROJECT MORE THAN 1.5 mm ABOVESURFACES JOINED. NO FINISHING OR GRINDING SHALL BE REQUIREDEXCEPT WHERE CLEARANCES OR FIT OF OTHER ITEMS MAY SONECESSITATE, OR AS SPECIFICALLY REQUIRED BY DESIGNDRAWINGS (SEE ITEM 1 ABOVE).

4. PAINTING

A. SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS ANDSPECIFICATIONS

B. SURFACES WITHIN 50 mm OF ANY FIELD WELD LOCATION SHALL BEFREE OF MATERIALS THAT WOULD PREVENT PROPER WELDING ORPRODUCE OBJECTIONABLE FUMES WHILE WELDING IS BEING DONE.IF SHOP PAINTED, SURFACES TO BE WELDED SHALL BE WIREBRUSHED IN THE FIELD BEFORE WELDING TO REDUCE THE PAINTFILM TO A MINIMUM.

5. ERECTION

A. THE ERECTOR SHALL USE SPECIAL CARE IN UNLOADING, HANDLING,AND ERECTING THE STEEL TO AVOID BENDING, TWISTING, OROTHERWISE DISTORTING THE STEEL MEMBERS. THE ERECTORSHALL HANDLE THE MATERIAL IN SUCH A WAY AS TO MINIMIZE THEDAMAGE TO SHOP COAT OF PAINT.

B. THE ERECTOR SHALL PLAN AND EXECUTE THE ERECTION IN SUCHA WAY THAT THE CLOSE FIT AND NEAT APPEARANCE OF THE JOINTSAND THE STRUCTURE AS A WHOLE WILL NOT BE IMPAIRED.

C. IF TEMPORARY BRACES OR ERECTION CLIPS ARE EMPLOYED,CARE SHALL BE TAKEN TO AVOID UNSIGHTLINESS UPON REMOVAL.TACK WELDS SHALL BE GROUND SMOOTH AND HOLES SHALL BEFILLED WITH WELD METAL OR BODY SOLDER AND SMOOTHED BYGRINDING OR FILING.

D. PAINT ALL AREAS SCRATCHED, MARRED, OR LEFT UNPAINTED FORERECTION PURPOSES.

ARCHITECTURALLY EXPOSEDSTRUCTURAL STEEL NOTES - U.N.O.

Checked By:

Drawn By:

Scale:

Date:

Drawing Title

Project:

Client:

Prime Consultant




Civil Consultant

Seal North







Drawing Notes:


NOV. 1, 2011

APEGGA PERMIT: P152

As indicated S050

STRUCTURAL STEELNOTES

TJW




STEEL DECK LAP OVERSUPPORTING MEMBERS

TYPICAL DETAIL ATSUPPORTING MEMBER WITHUNBROKEN TOP SURFACE

TYPICAL DETAIL ATMEMBER WITH

INTERRUPTED TOP SURFACE

STEEL DECK

LOCATION OF LINE OF WELDSDECK MAY OR MAY NOT HAVECONCRETE TOPPING

50 MIN. 50 MIN. 25 25FROM O.W.S.J. SHOP DRAWINGSVARIES, MUST BE DETERMINED

TYPICAL DECK SUPPORT AT COLUMNSSTEEL DECK ORIENTATIONHSS OR W COLUMN. ORIENTATION OF W COLUMNMAY BE AS SHOWN OR ROTATED 90

L76x76x6.4 VERTICAL LEG DOWN

IF CONCRETE TOPPING USED PROVIDE SHEETMETAL CLOSURE TO CONTAIN CONCRETE TOPPING

150 MINIMUM (TYPICAL)

5 TYPICAL

1. OPEN WEB STEEL JOISTS (O.W.S.J.) SHALL CONFORM TO CAN/CSA-S16.2. DESIGN OF O.W.S.J. SHALL CONFORM TO CLAUSE 16 OF CAN/CSA-S16

(LIMIT STATES DESIGN OF STEEL STRUCTURES) AND CAN/CSA-S136(DESIGN OF LIGHT GAUGE STEEL STRUCTURAL MEMBERS), BASED ONTHE LOADINGS INDICATED ON THE DRAWINGS AND LISTED BELOW.

3. O.W.S.J. SHALL BE DESIGNED FOR THE LOADS SHOWN ON THE DRAWINGS.

4. IN ADDITION TO THE POINT LOADS CALLED FOR ON THE DRAWINGS ANDIN THE GOVERNING BUILDING CODE, DESIGN O.W.S.J. FOR A 1.8 kNFACTORED ADDITIONAL POINT LOAD AT ANY LOCATION ON TOP CHORDAND BOTTOM CHORD (INCLUDING THE EFFECTS OF LOCAL BENDING)CONCURRENT WITH OTHER DESIGN LOADS. OVER MECHANICAL AREASTHE DESIGN LOADS SHALL BE 4.5 kN FACTORED. THE ADDITIONAL POINTLOADS ON EACH CHORD NEED NOT BE APPLIED CONCURRENTLY WITHEACH OTHER.

5. UNLESS NOTED OTHERWISE LIVE LOAD DEFLECTION SHALL NOT EXCEED1/360 OF THE SPAN.

6. CAMBER ALL O.W.S.J. FOR DEAD LOAD PLUS 1/2 LIVE LOAD UNLESSOTHERWISE NOTED. PROVIDE A MINIMUM CAMBER OF 12 mm.

7. DESIGN AND PROVIDE O.W.S.J. BRIDGING IN ACCORDANCE WITHCAN/CSA-S16 UNLESS OTHERWISE INDICATED ON THE DRAWINGS.REFER TO THE DRAWINGS FOR AREAS OF NON-TYPICAL O.W.S.J.BRIDGING AND BRACING.

8. SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO START OF O.W.S.J.FABRICATION. SHOP DRAWINGS SHALL BEAR THE SEAL OF THESPECIALTY STRUCTURAL ENGINEER WHO IS RESPONSIBLE FOR THEDESIGN OF THE O.W.S.J. REFER TO THE SPECIFICATIONS.

9. ALL O.W.S.J. TO HAVE BUILDING SERVICES PASS THROUGH THEM.WEB MEMBERS OF ADJACENT O.W.S.J. TO LINE UP TO AC

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